Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
25SP1 STORMWATER REPORT - REV1 SUBM 11-13-25
Stormwater Management Report Resubdivision Plans 23-Lot Residential Resubdivision 47 Sharp Hill Road Montville, CT 06382 July 10, 2025 Revised: November 13, 2025 Prepared for: Mt. Kineo Builders, LLC P.O. Box 246 West Mystic, CT 06388 Prepared by: H+H Engineering Associates, LLC 232 Greenmanville Avenue Suite 201 Mystic, CT 06355 1 Table of Contents Page 1. INTRODUCTION 3 2. PURPOSE OF REPORT 3 3. BASIS OF DESIGN 5 4. HYDROLOGIC AND HYDRAULIC METHODS 5 5. STORMWATER MANAGEMENT 5 5.1 Pre-Development Drainage Areas and Analysis Points 6 5.2 Post-Development Drainage Areas 6 5.3 Stormwater Management BMPs 7 5.4 Storm System Outlet Location 8 6. SOURCE CONTROL AND POLLUTION PREVENTION MAINTENANCE AND OPERATION 18 7. CONCLUSION 20 2 FIGURES FIGURE 1 – SITE LOCATION MAP FIGURE 2 – PRE-DEVELOPMENT DRAINAGE AREA MAP FIGURE 3 – POST-DEVELOPMENT DRAINAGE AREA MAP FIGURE 4 – STORMWATER RUNOFF SUMMARY FIGURE 5 – STAGE-STORAGE SUMMARIES TECHNICAL APPENDIX APPENDIX A – NRCS SOIL MAPPING APPENDIX B – NOAA POINT PRECIPITATION FREQUENCY ESTIMATES APPENDIX C – WATER QUALITY VOLUME CALCULATIONS APPENDIX D – RIPRAP APRON CALCULATIONS APPENDIX E – BMP INSPECTION CHECKLIST APPENDIX F – PRE-DEVELOPMENT HYDROCAD REPORT APPENDIX G – POST-DEVELOPMENT HYDROCAD REPORT 3 1. INTRODUCTION The property is located at 47 Sharp Hill Road in Montville, Connecticut (the “Site”) and is further identified as Lot 23 on the Town of Montville Tax Assessor’s Map 63. The property is approximately 19.5 acres, with frontage on Sharp Hill Road to the south and the Carol Drive to the west (See Figure 1 – Site Location Map). Except for the riprap drainage basin at the end of the Carol Drive cul-de-sac, the property is undeveloped. Existing topography across the Site is moderate to steep with elevations ranging from 435 at the high point to the west, to 326 at the low point at the wetlands to the east. Per NRCS soil mapping (see Technical Appendix ‘A’), the underlying soil consists of Woodbridge (Hydrologic Soil Group ‘C/D’), Canton and Charlton (Hydrologic Soil Group ‘B’) and Paxton and Montauk (Hydrologic Soil Group ‘C’). The Site is located in the residential ‘R-20’ Zone. The Site is not located within a Connecticut Department of Energy and Environmental Protection (“CT DEEP”) Drinking Water Watershed, or a CT DEEP National Diversity Data Base Critical Area The applicant is proposing a 23-lot residential resubdivision. The parcel was created as part of a subdivision approved in 2016. As part of the resubdivision, the roadway, associated roadway drainage system, stormwater management improvements, and common utilities (sanitary sewer, electric, telephone, cable) will be installed. The residences, driveways, individual lot grading, and drilled wells shown on the site plans for the new building lots are shown for conceptual purposes only. No lot development is proposed at this time. Prior to any individual lot development, a site plan shall be prepared in conformance with all applicable local regulations, and reviewed and approved by the zoning enforcement officer. This report presents the basis of the project hydrologic and hydraulic analysis of the Site, the design for the new stormwater management systems, and Best Management Practices (BMPs) incorporated into the site design to manage and treat stormwater runoff in accordance with the 2024 CT DEEP Stormwater Quality Manual (“SQM”) and the Town of Montville Zoning Regulations. 2. PURPOSE OF REPORT This report presents the basis of design for stormwater management including drainage and stormwater treatment. The report demonstrates that the development: Does not increase peak rates of runoff from watersheds encompassing the Site. Improves the quality of receiving groundwater, waterbodies, or watercourses by treating stormwater runoff. Complies with the 2024 CT DEEP SQM and the Town of Montville Stormwater Management Standards. SITE RD. F C O L C H E S T E R M A O W N N A ' H S AN SHARP HILL D R I V E C A R O L MA P L E ROAD ROAD DUBOI S FI V E P O I N T S R D . AVE N U E Rockland Pond HIL L LYNCH RO A D OA K D A L E Wheeler Pond 163 E L T O N CT . D R . GAY H I L L R D . ME A D O W R O A D O L D S P R U C E L A N E 1,0000500 SCALE IN FEET 1,000 CHECKED BY:DATE: DRAWN BY:DATE: PROJECT NO.SCALE: DRAWING: SHEET NUMBER:OF H HENGINEERINGASSOCIATES 232 Greenmanville AvenueSuite 201Mystic, CT 06355 860-980-8008 www.hh-engineers.com Z: \ S H A R E D \ H + H E N G I N E E R I N G A S S O C I A T E S \ P R O J E C T S \ 2 0 2 5 \ 2 0 2 5 - 0 1 9 7 - M T K I N E O B U I L D E R S - 4 7 S H A R P H I L L R D , M O N T V I L L E \ D W G S \ D R A I N A G E \ D R A I N A G E M A P - S I T E L O C A T I O N M A P . D W G T a b : FI G U R E 1 - L O C A T I O N M A P S a v e d : 11 / 1 3 / 2 0 2 5 1 0 : 2 0 P M FIGURE 1 11 7/10/2025SMM 7/10/2025REG 1" = 1,000'2025-0197 P.O. BOX 246, WEST MYSTIC, CT 06388 MT KINEO BUILDERS, LLC 47 SHARP HILL ROAD, MONTVILLE, CT 06382 23-LOT RESIDENTIAL RESUBDIVISION SITE LOCATION MAP REVISED: 11/13/2025 5 3. BASIS OF DESIGN The layout, grading, and stormwater management design for the development are shown on the Site Development Plans. The basis of the stormwater management design is as follows: 1. Rainfall data is from the National Weather Service NOAA Atlas 14, Volume 10, Version 3 (see Technical Appendix ‘B’). 2. Stormwater system is designed to meet or exceed the water quality and peak rate of runoff goals established in the CT DEEP SQM. 3. Stormwater treatment Best Management Practices (BMPs) are designed to remove pollutants, such as nutrients, solids, metals, pathogens, pesticides, and hydrocarbons from stormwater runoff and to reduce temperatures of runoff from paved surfaces during hot weather. 4. Pretreatment of runoff for the removal of sediments, oil and grease will be accomplished using deep sump catch basins and outlet hoods. 4. HYDROLOGIC AND HYDRAULIC METHODS The methods described in Urban Hydrology for Small Watersheds, 2nd Edition, (Technical Release Number 55 [TR-55]) from the Natural Resources Conservation Service (formerly the Soil Conservation Service – [SCS], 1986) were used to calculate stormwater peak-flow generated from pre- and post-development conditions. These methods, which are incorporated into the HydroCAD computer software program, use well documented procedures to calculate stormwater runoff volume, peak-flow rate of discharge, hydrographs and storage volumes required for floodwater reservoirs in small watersheds. The method uses the SCS Runoff Curve Number method to estimate runoff volume, calculate times of concentration, produce tabular hydrographs, and estimate basin storage capacity. Output data from all computer analysis and design are provided in Technical Appendices “F” and “G.” This report presents the basis of the hydrologic and hydraulic analysis and design of the stormwater management systems completed in accordance with the 2024 CT DEEP SQM. Times of concentration applicable to the existing and proposed conditions were developed using the NRCS-velocity method. A minimum time of concentration of 5 minutes was used for small drainage areas and drainage areas consisting mostly of impervious surfaces, and 10 minutes for vegetated areas. 5. STORMWATER MANAGEMENT The Site is undeveloped. The proposed improvements will increase impervious areas, resulting in changes in stormwater runoff from the Site. Hydrologic analyses of pre- and post- development conditions were completed to assess these increases and to design mitigation measures for water quality and to reduce post-development discharges. 6 5.1 Pre-Development Drainage Areas and Analysis Points The pre-development drainage pattern for the Site consists of four drainage subareas (see Figure 2 – Pre-Development Drainage Area Map) and are described as follows: Drainage Subarea #1 ‘SA1’: Approximately 1.93 acres consisting of 0.21 acres of buildings/impervious surfaces, 0.05 acres of gravel surfaces, 0.01 acres open decking, 1.06 acres of lawn, and 0.60 acres of woods that drains to Drainage Analysis Line #1. Drainage Subarea #2 ‘SA2’: Approximately 10.03 acres consisting of 0.42 acres of buildings/impervious surfaces, 0.02 acres of gravel surfaces, 0.03 acres open decking, 1.76 acres of lawn, and 7.80 acres of woods that drains to Drainage Analysis Line #2. Drainage Subarea #3 ‘SA3’: Approximately 6.64 acres consisting of 0.16 acres of buildings/impervious surfaces, 0.01 acres of gravel surfaces, 0.91 acres of lawn, and 5.57 acres of woods that drains to Drainage Analysis Line #3. Drainage Subarea #4 ‘SA4’: Approximately 0.21 acres of woods that drains to Drainage Analysis Line #4. The analysis points are as follows: Drainage Analysis Line #1 ‘AL1’: Drainage Analysis Line #1 is the southeastern property line. Drainage Analysis Line #2 ‘AL2’: Drainage Analysis Line #2 is the wetlands at the eastern property line. Drainage Analysis Line #3 ‘AL3’: Drainage Analysis Line #3 is the northern property line. Drainage Analysis Line #3 ‘AL4’: Drainage Analysis Line #4 is the northeastern property line. 5.2 Post-Development Drainage Areas The post-development improvements result in the modification of the drainage areas along with changes in impervious coverage. These conditions are shown on Figure 3 – Post-Development Drainage Area Map, and described as follows: Drainage Subarea #1 ‘SA1’: Approximately 0.26 acres consisting of 0.004 acres of buildings/impervious surfaces, 0.24 acres of lawn, and 0.01 acres of woods that drains to Drainage Analysis Line #1. Drainage Subarea #2 ‘SA2’: For analysis purposes, the drainage area SA2 was subdivided into 4 subareas. o SA2A: Approximately 10.55 acres consisting of 1.97 acres of buildings/impervious surfaces, 0.06 acres of gravel surfaces, 0.08 acres open decking, 5.55 acres of lawn, and 2.89 acres of woods that drains to Stormwater Management Area ‘2A’. 7 o SA2B: Approximately 0.55 acres consisting of 0.02 acres of buildings/impervious surfaces, 0.003 acres open decking, and 0.53 acres and receives the outflow from Stormwater Management Area ‘2A’. o SA2C: Approximately 0.28 acres of lawn and coinciding with the interior Stormwater Management Area ‘2C’ and receives the outflow from Stormwater Management Area ‘2B’. o SA2D: Approximately 0.09 acres consisting of 0.05 acres of lawn and 0.04 acres of woods that drains to Drainage Analysis Line #2 and receives the outflow from Stormwater Management Area ‘2C’. Drainage Subarea #3 ‘SA3’: For analysis purposes, drainage area SA3 was subdivided into 4 subareas. o SA3A: Approximately 1.71 acres consisting of 0.50 acres of buildings/impervious surfaces, 0.01 acres open decking, 1.11 acres of lawn, and 0.09 acres of woods that drains to Drainage Management Area ‘3A’. o SA3B: Approximately 5.17 acres consisting of 0.46 acres of buildings/impervious surfaces, 0.01 acres of compact gravel, 0.03 acres of open decking, 2.52 acres of lawn, and 2.16 acres of woods that drains to Drainage Analysis Line #3 and receives the outflow from Stormwater Management Area ‘3A’. Drainage Subarea #4 SA4: Approximately 0.23 acres consisting of 0.18 acres of lawn, and 0.05 acres of woods that drains to Drainage Analysis Line #4. Modeling results for the pre- and post-development drainage areas are provided in Figure 4 – Stormwater Runoff Summary, and the hydrologic and hydraulic modeling parameters are provided in the HydroCAD printouts (Technical Appendices ‘F’ and ‘G’). The stage storage information for the BMP’s are provided in Figure 5 – Stage Storage Summaries. 5.3 Stormwater Management BMPs For the post-development conditions, the intent of the proposed stormwater management system is to route stormwater runoff from new impervious surfaces through the proposed stormwater BMPs to provide water quality treatment, peak rate reduction, and promote groundwater recharge through infiltration. The Stormwater Management System is described below: Water Quality Basin ‘WQB’: The stormwater runoff generated from the majority of the proposed development and contributing existing developed residential properties along Sharp Hill Road and Carol Drive will be directed into the proposed Water Quality Basin which will retain, attenuate, and infiltrate stormwater runoff and treat stormwater runoff through plant filtration and infiltration. The Water Quality Basin is designed to infiltrate the majority of the water quality event (1.3” storm event) and control discharge rates through the 100-year storm event. 8 Bioretention Basin ‘A’: The stormwater runoff generated from said drainage basin, the outflow from the Water Quality Basin, and the contributing rear portion of the building for proposed Building Lot 23 will be directed into proposed Bioretention Basin ‘A’. The Bioretention Basin is designed to infiltrate the water quality event (1.3” storm event) and control discharge rates through the 100-year storm event. Bioretention Basin ‘B’: The stormwater runoff generated from said drainage basin and the outflow from Bioretention Basin ‘A.’ The Basin is designed to provide additional water quality enhancements and control discharge rates through the 100-year storm event. Bioretention Basin ‘C’: The stormwater runoff generated from a portion of the proposed roadway, proposed Building Lot 13, portions of Building Lots 11, 12, 14, and 18, and the contributing area from one of the existing residential houses on Carol Drive will be directed into proposed Bioretention Basin ‘C’. The Bioretention Basin is designed to infiltrate the water quality event (1.3” storm event) and control discharge rates through the 100-year storm event. Diversion Swale: Stormwater runoff from select existing residential properties along Carol Drive will be intercepted and conveyed via a proposed diversion swale. The swale will be lined with Modified Riprap to mitigate erosive potential and maintain channel stability. At the downstream terminus, a level spreader will be installed to dissipate flow energy and uniformly distribute runoff to the wooded buffer. Field Measured infiltration rates in the vicinity of Stormwater Management Area ‘A’ varied between 6.51 inches/hour (Test Hole #101), 0.05 inches/hour (Test Hole #102), 1.89 inches/hour (Test Hole #104), and 4.08 inches/hour (Test Hole #105). The unsuitable soil layer found in proximity to Test Hole #102 will be removed. Additionally, a Bioretention Soil Mix will be used for the bottom of the basins. The soil mix is designed to infiltrate at 2.0 inches/hour. After applying a factor of safety of 2.0, an infiltration rate of 1.0 inches/hour was used for design purposes. 5.4 Storm System Outlet Location At a minimum, the proposed water quality basin and bioretention basins are designed to infiltrate through the water quality storm event. Beyond the design event, each stormwater management system will discharge runoff as described below: Water Quality Basin ‘WQB’: An outlet control structure is proposed to allow for a controlled discharge through the 100-year storm event and riprap spillway is proposed to allow a controlled discharge beyond the 100-year storm event. The overflow discharge routed through the outlet control structure outlets to a flared end section and riprap apron to Bioretention Basin ‘A.’ The overflow discharge is routed over the riprap spillway and to the aforementioned basin. Bioretention Basin ‘A’: An outlet control structure is proposed to allow for a controlled discharge through the 100-year storm event and riprap spillway is proposed to allow a 9 controlled discharge beyond the 100-year storm event. The overflow discharge routed through the outlet control structure outlets to a flared end section and riprap apron to Bioretention Basin ‘B.’ The overflow discharge is routed over the riprap spillway and to the aforementioned basin. Bioretention Basin ‘B’: An outlet control structure is proposed to allow for a controlled discharge through the 100-year storm event and riprap spillway is proposed to allow a controlled discharge beyond the 100-year storm event. The overflow discharge routed through the outlet control structure outlets to a flared end section and riprap apron. The overflow discharge routed over the riprap spillway is directed toward Analysis Line #2. Bioretention Basin ‘C’: An outlet control structure is proposed to allow for a controlled discharge through the 100-year storm event and riprap spillway is proposed to allow a controlled discharge beyond the 100-year storm event. The overflow discharge routed through the outlet control structure outlets to a flared end section and riprap apron. The overflow discharge routed over the riprap spillway is directed toward Analysis Line #3. 10 Figure 4A – Runoff Summary Storm Frequency (depth of rainfall (in.)) Analysis Line #1 – Southeastern Property Line Existing Proposed Change Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) WQS (1.30) 0.09 819 0.01 80 -0.08 -739 1-year (2.90) 1.48 6,652 0.20 781 -1.28 -5,871 2-year (3.45) 2.14 9,324 0.30 1,114 -1.84 -8,210 10-year (5.12) 4.37 18,482 0.64 2,273 -3.73 -16,209 25-year (6.16) 5.85 24,682 0.87 3,068 -4.98 -21,614 100-year (7.76) 8.18 34,653 1.23 4,354 -6.95 -30,299 Figure 4B – Runoff Summary Storm Frequency (depth of rainfall (in.)) Analysis Line #2 – Wetlands Existing Proposed Change Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) WQV (1.30) 0.12 2,251 0.00 24 -0.12 -2,237 1-year (2.90) 4.94 27,281 0.55 16,112 -4.39 -11,169 2-year (3.45) 7.56 39,628 1.41 30,116 -6.15 -9,512 10-year (5.12) 16.75 83,408 12.96 82,540 -3.79 -868 25-year (6.16) 23.05 113,771 23.05 118,295 No change +4,524 100-year (7.76) 33.19 163,288 31.05 176,043 -2.14 +12,755 11 Figure 4C – Runoff Summary Storm Frequency (depth of rainfall (in.)) Analysis Line #3 – Northern Property Line Existing Proposed Change Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) WQV (1.30) 0.04 1,000 0.06 1,161 +0.02 +161 1-year (2.90) 2.80 15,901 2.86 18,400 +0.06 +2,499 2-year (3.45) 4.45 23,567 4.36 27,212 -0.09 +3,645 10-year (5.12) 10.40 51,258 10.53 58,141 +0.13 +6,883 25-year (6.16) 14.54 70.716 14.32 79,366 -0.22 +8,650 100-year (7.76) 21.22 102,692 20.69 113,808 -0.53 +11,116 Figure 4D – Runoff Summary Storm Frequency (depth of rainfall (in.)) Analysis Line #4 – Northeastern Property Line Existing Proposed Change Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) WQV (1.30) 0.00 32 0.01 62 +0.01 +30 1-year (2.90) 0.12 506 0.17 675 +0.05 +169 2-year (3.45) 0.19 749 0.26 971 +0.07 +222 10-year (5.12) 0.44 1,630 0.56 2,013 +0.12 +383 25-year (6.16) 0.62 2,249 0.76 2,731 +0.14 +482 100-year (7.76) 0.91 3,265 1.09 3,897 +0.18 +632 12 Figure 4E – Runoff Summary Storm Frequency (depth of rainfall (in.)) Total Site Discharge Existing Proposed Change Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) Peak Rate (CFS) Volume (CF) WQS (1.30) 0.20 4,102 0.06 1,328 -0.14 -2,774 1-year (2.83) 9.08 50,340 3.12 35,968 -5.96 -14,372 2-year (3.40) 13.95 73,269 4.75 59,413 -9.20 -13,856 10-year (5.08) 31.19 154,777 21.60 144,967 -9.59 -9,810 25-year (6.14) 43.07 211,418 35.98 203,459 -7.09 -7,959 100-year (7.76) 62.19 303,898 51.60 298,101 -10.59 -5,797 13 Figure 5A – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Water Quality Basin Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 355.78 3,034 1-year (2.83) 356.26 4,311 2-year (3.40) 356.27 4,333 10-year (5.08) 356.30 4,445 25-year (6.14) 356.35 4,591 100-year (7.76) 356.46 4,918 Treatment Practice Elevations (FT.) Top of Berm Elevation = 357.00 Spillway Elevation = 356.50 Bottom of Basin Elevation = 354.00 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 356.25 48”(W) x 6”(H) Orifice Invert Elevation = 355.75 Outlet Pipe Invert Elevation = 345.00 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below infiltration trench to be replaced with Biofiltration Soil Mix) 14 Figure 5B – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Bioretention Basin ‘A’ Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 343.02 103 1-year (2.83) 345.64 18,235 2-year (3.40) 346.39 25,308 10-year (5.08) 346.70 28,434 25-year (6.14) 346.76 29,033 100-year (7.76) 346.97 31,251 Treatment Practice Elevations (FT.) Top of Berm Elevation = 347.50 Spillway Elevation = 347.00 Bottom of Basin Elevation = 343.00 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 346.65 48”(W) x 6”(H) Upper Orifice Invert Elevation = 346.25 5” dia. Low Orifice Invert Elevation = 344.35 Outlet Pipe Invert Elevation = 339.00 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below basin to be replaced with Biofiltration Soil Mix) 15 Figure 5C – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Bioretention Basin ‘B’ Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 337.50 11 1-year (2.83) 338.65 3,321 2-year (3.40) 338.85 4,049 10-year (5.08) 340.47 11,185 25-year (6.14) 341.57 17,534 100-year (7.76) 343.00 27,824 Treatment Practice Elevations (FT.) Top of Berm Elevation = 344.00 Spillway Elevation = 343.00 Bottom of Basin Elevation = 337.50 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 341.60 48”(W) x 6”(H) Upper Orifice Invert Elevation = 340.90 48”(W) x 6”(H) Middle Orifice Invert Elevation = 338.70 5” dia. Low Orifice Invert Elevation = 337.75 Outlet Pipe Invert Elevation = 335.00 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below basin to be replaced with Biofiltration Soil Mix) 16 Figure 5D – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Bioretention Basin ‘C’ Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 387.76 425 1-year (2.83) 388.97 2,964 2-year (3.40) 389.28 3,789 10-year (5.08) 390.13 6,331 25-year (6.14) 390.67 8,259 100-year (7.76) 391.14 10,091 Treatment Practice Elevations (FT.) Top of Berm Elevation = 392.00 Spillway Elevation = 391.50 Bottom of Basin Elevation = 387.50 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 391.25 24”(W) x 6”(H) Upper Invert Elevation = 390.70 10”(W) x 4”(H) Middle Orifice Invert Elevation = 389.00 4” dia. Low Orifice Invert Elevation = 388.10 Outlet Pipe Invert Elevation = 385.50 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below basin to be replaced with Biofiltration Soil Mix) 17 Figure 5E – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Riprap Diversion Swale Water Depth (in.) Storage Volume (CF) WQS (1.30) 0.06 41 1-year (2.83) 0.75 478 2-year (3.40) 1.09 637 10-year (5.08) 2.29 1,106 25-year (6.14) 3.12 1,386 100-year (7.76) 4.48 1,795 Channel Specifications Shape: Trapezoidal Channel Side Slopes: 3:1 (H:V) Bottom Width = 4.00 Minimum Channel Depth = 1.00 18 6. SOURCE CONTROL AND POLLUTION PREVENTION MAINTENANCE AND OPERATION Source control and pollution prevention practices for this development are intended to eliminate the generation of pollutants at their source, reduce the types and concentration of pollutants in stormwater runoff and to assure that the BMPs continue to function to remove oil and grease and TSS. The town will be responsible for maintaining the stormwater management system and roadway, and individual homeowners shall be responsible for maintaining their property and the private stormwater management improvements. The goal of this section is to identify maintenance operations for the development. The following maintenance and operation measures are recommended for source control. Roadway The access drive and parking areas shall be swept once per year, preferably after the end of the winter sanding season. Landscaping Normal landscaping maintenance shall consist of pruning, mulching, planting, mowing lawns, raking leaves, etc. Use of fertilizers and pesticides will be controlled and limited to minimal amounts necessary for healthy landscape maintenance. Trees will be fertilized no more than once in the spring with an organic fertilizer. Shrubs and lawn will be fertilized with an organic slow-release fertilizer each spring. Liming of lawn areas to control pH will also be done in the spring if soil testing indicates that it is necessary. Pesticides will only be used as a control method when a problem has been clearly identified, and other natural control methods are not successful. All pesticide applications shall be by licensed applicators, where necessary. Trash Collection Trash will be disposed of using rollaway refuse bins. The pickup of trash will occur on a regular basis, and all trash will be disposed of legally off-site. Outdoor Storage There will be no outdoor storage of hazardous chemicals, fertilizer, pesticides, or herbicides anywhere on site. Snow Removal & Storage Snow shall be shoveled and plowed from the roadway areas as soon as practical during and after winter storms and deposited in snow storage areas on the site or removed. Catch Basins and Manholes A Connecticut-licensed hauler shall pump the sumps of on-site catch basins and manholes, and shall dispose of the pumping legally. Road sand may be reused for winter sanding, but may not 19 be stored on-site. As part of the hauling contract, the hauler shall notify the town in writing where the material is being disposed. For the first two years, each catch basin and manhole shall be inspected every four months, with one inspection occurring during the month of April. Any debris occurring within one foot from the bottom of each sump shall be removed by vacuum “Vactor” type of maintenance equipment. After the first two years the inspection schedule may be adjusted to meet actual operating conditions, however, one inspection shall always be conducted in April. All sediment shall be disposed of in accordance with all rules and regulations of the CT DEEP. Stormwater Basins The water quality basin and bioretention basins shall be cleaned at the end of construction once the contributing areas are fully stabilized. Following construction, the basins shall be inspected every six months and/or after storm events of two inches of rainfall or greater. Inspections shall include the following: Inspect filter media standing water or other evidence of clogging. Check for sediment accumulation, trash, and debris. Check for blockages, structural integrity, and evidence of erosion at inlet, outlet, and overflow spillway. Regular maintenance shall include the following: Basin floor/side slopes shall be mowed 6" to 8" as needed. grass clippings, leaves and accumulated sediment and debris shall be removed during the summer, however, plant matter shall be left in place over winter months to insulate the soil and add organic matter to the soil. Removal criteria shall include when plant matter is smothering or killing vegetation and aesthetics. Remove sediment greater than 1.0 inch deep in March-April in the filter media bed in a manner to minimize damage to vegetation. Inspect soil and repair eroded areas seasonally or as necessary. Remove any invasive species (including roots) that have become established within the basin and embankments. If there is an accumulation of organic debris or sediment on the floor of the basin, or if ponded water is regularly observed more than 48 hours after a rainfall event, the top 6" shall be removed and the exposed soil surface rototilled to a depth of 12". Sedimentation should be removed when it is visibly dry and readily separates from the basin floor to minimize smearing. After this work has been done, the bottom of the basin shall be restored to its original condition. No pesticides or non-organic fertilizers shall be used in areas draining to the bioretention basin. 20 Diversion Swale The diversion swale shall be cleaned at the end of construction once the contributing areas are fully stabilized. For the first 6 months after construction, the diversion swale shall be inspected after major storms (1" or more of precipitation). After the first 6 months of operation, the diversion swale shall be inspected annually. Typical maintenance shall include the following: Remove trash and organic debris (leaves). Remove sediment from check dams when sediment accumulation exceeds 2". Remove sediment from level spreader, as necessary. 7. CONCLUSION The new stormwater management improvements were designed in accordance with the 2024 CT DEEP SQM and Town of Montville Zoning regulations. BMPs were incorporated in the site design that attenuates post-development runoff rates and treats stormwater runoff through the water quality event. Overall, the stormwater management system provides quantitative and qualitative improvements for the site. OH E OH E OH E OH E OH E OHE OH E OH E OH E OH E OH E OH E OHE OH E OHE OH E OH E X X X X X X X OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE X X X X X X SAN SAN SA N SAN SA N SAN SAN SA N SAN SAN SA N SAN SAN SA N SAN SA N SA N SAN SA N SAN ST M STM STM ST M STM STM STM STM STM STM STM STM STM STM STM STM STM ST M SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN STM STM STM STM STM STM STM STM STM STM STM STM STM STM S S S S 1146 10 TWIN TP#9 TP#8 TP#1 TP#2 TP#3 TP#4 TP#5 TP#6 TP#7 CL&P 3895 TP#11 TP#10 ZONE R-2 0 ZONE R- 4 0 ZONE 1 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 418 416 414 412 410 408 406 404 402 400 398 396 394 392 390 388 386 384 382 380 378 376 4 1 4 4 1 2 4 1 0 4 0 8 406 404 402 400 398 396 394 392 39 0 38 8 386 38 4 382 380 378 376 374 372 370 368 366 364 362 360 358 356 354 352 350 348 344 342 340 338 336 334 332 330 328 326 404 402 400 398 396 394 392 390 388 386 384 382 380 3 7 8 37 6 374 372 370 368 366 364 362 360 358 356 354 352 350 348 346 344 342 340 338 336 334 332 85C 'C' 47C 'C/D' 'C/D' 46B 'C/D' 47C 'C/D' 62D 'B' 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 30" TREE 32" TREE 32" TREE 46" TRIPLE TREE 14" TREE EXISTING SMH TF=401.34 INV 10" PVC=394.44 INV 10" PVC=389.86 CT6011 CL&P 6010 IP S EXISTING SMH TF=369.66 FL=359.16 CL&P 6009 W/UG UPOLE CP6008 6007 6007 EXISTING BITUMINOUS DRIVEWAY EXISTING SMH TF=337.17 FL=328.05 EXISTING SMH TF=433.07 EXISTING STONE RETAINING WALL HELT 9258 9190 EXISTING SMH TF=435.45 CL&P 9787 EVS 9788 EXI S T I N G RE S I D E N C E EX I S T I N G RE S I D E N C E EX I S T I N G DE C K CAROL DRI V E SH A R P H I L L R O A D DH N/F LUCILLE R. GREEN 64 SHARP HILL ROAD N/F JEAN PIERRE & JANET LESIEUR 48 SHARP HILL ROAD N/F ALEX J. GRAF 42 SHARP HILL ROAD N/F BRENT A & DIANNE L. DEVINE, TRUSTEES 32 SHARP HILL ROAD N/F NATHAN MCKELVEY & KATHERINE E. MCKELVEY 39 SHARP HILL ROADN/F KEVIN G. & DARLENE A. MCCARTHY 392 MAPLE AVENUE N/F ADVANCED ASSOCIATES LLC 410 MAPLE AVENUE ADVANCED ASSOCIATES LLC 410 MAPLE AVENUE EXISTING CB TYPE "C" TF=398.40 EXISTING CB TYPE "C" TF=398.47 INV (S) 15" RCP=393.97 INV (SW) 15" RCP=393.97 INV (NE) 15" RCP=393.82 EXISTING CB TYPE "C" TF=366.15 INV (S) 6" PVC=363.05 INV (N) 15" RCP=365.15 EXISTING CB TYPE "C" TF=365.97 INV (S) 15" RCP=360.97 INV (SW) 15" RCP=360.97 INV (NE) 15" RCP=360.87 EXISTING CB TYPE "C" TF=337.65 EXISTING CB TYPE "C" TF=433.09 INV (N) 15" CMP=430.09 INV (NE) 15" CMP =430.09 EXISTING CB TYPE "C" TF=434.64 INV (W) 4" PVC=433.04 INV (S) 15" CMP =431.24 EXISTING CB TYPE "CL" TF=435.17 EXISTING CB TYPE "C" TF=337.01 1146 10 TWIN EXISTING CB TYPE "CL" TF=433.24 ZONE R - 2 0 EXISTING 1 STORY RESIDENCE S5 5 ° 0 9 ' 5 7 " W 15 0 . 1 6 ' N5 5 ° 0 9 ' 5 7 " E 14 9 . 4 7 ' N32°39'42" W 100.67' N33°15'22" W 100.20' 84B 'C' 84B 'C' EXISTING SHED EXISTING BIT. DRIVEWAY WF#2-2 WF#2-1 WF#2-4 WF#2-3 DH DH DH DH EXISTING DILAPIDATED SHED EXISTING SHED 47C 'C/D' 47C 'C/D' 85C 'C' 46B 'C/D' 47C 'C/D' MON MON MON MONMON MON MON MONMON MON MONMON N/F BRUCE & LISA DUCHESNEAU 45 SHARP HILL ROAD TP#101 TP#102 TP#103 TP#104 TP#105 EXISTING SUBAREA #1 'SA1' EXISTING SUBAREA #2 'SA2'EXISTING SUBAREA #3 'SA3' EXISTING SUBAREA #4 'SA4' Tc FLOW PATH (TYP.) EXISTING WOODS (DARK GREEN HATCH, TYP.) EXISTING LAWN (LIGHT GREEN HATCH, TYP.) EXISTING COMPACT GRAVEL (LIGHT GRAY HATCH, TYP.) EXISTING BUILDING (DARK BROWN HATCH, TYP.) EXISTING IMPERVIOUS (PAVEMENT, WALKS, ETC.) (DARK GRAY HATCH, TYP.) EXISTING OPEN DECK (LIGHT BROWN HATCH, TYP.) ANALYSIS LINE #3 - NORTHERN PROPERTY LINE ANALYSIS LINE #2 - WETLANS ANALYSIS LINE #4 - NORTHEASTERN PROPERTY LINE ANALYSIS LINE #1 - SOUTHEASTERN PROPERTY LINE EXISTING WATERSHED SUBAREA DELINEATION LINE (TYP.) EXISTING WATERSHED BOUNDARY LINE (TYP.) EN SW 50025 SCALE IN FEET 50 DE S C R I P T I O N O F R E V I S I O N DRAWING SHEET NUMBER:OF CHECKED BY:DATE: DRAWN BY:DATE: PROJECT NO.SCALE: DA T E AP P R . RE V . H HENGINEERINGASSOCIATES 232 Greenmanville Ave. Suite 201 Mystic, CT 06355 860-980-8008 www.hh-engineers.com PR E P A R E D F O R : PR O P E R T Y A D D R E S S : PR E - D E V E L O P M E N T D R A I N A G E A R E A M A P 23 - L O T R E S I D E N T I A L R E S U B D I V I S I O N 47 S H A R P H I L L R O A D , M O N T V I L L E , C O N N E C T I C U T 0 6 3 8 2 MT K I N E O B U I L D E R S , L L C P. O . B O X 2 4 6 , W E S T M Y S T I C , C T 0 6 3 8 8 2025-0197 1" = 50' REG 7/10/2025 SMM 7/10/2025 FIGURE 2 1 1 1 TI T L E B L O C K R E V I S E D 11 / 1 3 / 2 0 2 5 SM M Z: \ S H A R E D \ H + H E N G I N E E R I N G A S S O C I A T E S \ P R O J E C T S \ 2 0 2 5 \ 2 0 2 5 - 0 1 9 7 - M T K I N E O B U I L D E R S - 4 7 S H A R P H I L L R D , M O N T V I L L E \ D W G S \ D R A I N A G E \ D R A I N A G E M A P - E X I S T I N G . D W G T a b : H+ H 2 4 X 3 6 S a v e d : 11 / 1 3 / 2 0 2 5 1 0 : 2 9 P M P l o t t e d : 11 / 1 3 / 2 0 2 5 1 0 : 3 0 P M X X X X X X X X X X X X X XX X XX X X X X X X X X X X X X X X X X X X X X X X X X D 36 4 36 6 36 736 8 36 9 37 1 37 2 37 337 4 382 3 8 3 38 4 38 6 397 38 3 397 369 364 3 6 3 347 3 4 7 37 637 7 37 9 38 1 38 2 38 3 38 7 38 8 38 9 39 1 39 2 39 3 394 388 389 390 391 392 393 394 398 394 393 391 391 390 383 377 39 3 387 381 3 6 9 37 5 394 3 9 4 384 382384 396 3 9 7 362 36 3 3 6 2 37 0 3 9 0 380 375 385 385 380 380 375 370 3 8 0 370 375 375 370 380 370 365 360 3 7 0 38 0 375 365 37 5 39 0 390 390 390 385 38 5 38 0 36 5 363 366 367 368 36 1 365 364 364 363 362 366 365 364 3 7 8 D D D FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD 398400 405 410 415 420 39 8 4 0 0 4 0 5 4 1 0 415 392 392 390 385 395 390 385 397 396 395 394 391 405 4 1 4 410 40 0 400 405 410 390 385 3 7 9 367 3 6 6 3 7 2 382 376 360 355 350 345 340 335335 340 344 344 340 340 345 34 7 . 5 347.5 34 5 345 350 355 357357 355354 355 350 36 0 355 3 6 0 355 363 360 398 400 405 410 413 39 8 399 395 396 397 3 9 8 39 9 40 0 4 0 1 40 2 403 40 4 398 378 366 370 375 3 6 6 3 9 0 395 395 3 9 5 395 343 337.5 337.5 387.5 X X X X X X X X X X X X X STM STM STM STM STM STM STM STM STM STM STM STM ST M STM STM STM STM ST M STM STM STM STM STM STM STM STM STM STM STM STM STM STM S S S S 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 418 416 414 412 410 408 406 404 402 400 398 396 394 392 390 388 386 384 382 380 378 376 4 1 4 4 1 2 4 1 0 4 0 8 406 404 402 400 398 396 394 392 39 0 38 8 386 38 4 382 380 378 376 374 372 370 368 366 364 362 360 358 356 354 352 350 348 344 342 340 338 336 334 332 330 328 326 404 402 400 398 396 394 392 390 388 386 384 382 380 3 7 8 37 6 374 372 370 368 366 364 362 360 358 356 354 352 350 348 346 344 342 340 338 336 334 332 85C 'C' 47C 'C/D' 'B'47C 'C/D''C/D''C' 46B 'C/D' 47C 'C/D' 62D 'B' 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN 1146 10 TWIN IP S EXI S T I N G RE S I D E N C E EX I S T I N G RE S I D E N C E EX I S T I N G DE C K CAROL DRI V E SH A R P H I L L R O A D DH N/F LUCILLE R. GREEN 64 SHARP HILL ROAD N/F JEAN PIERRE & JANET LESIEUR 48 SHARP HILL ROAD N/F ALEX J. GRAF 42 SHARP HILL ROAD N/F BRENT A & DIANNE L. DEVINE, TRUSTEES 32 SHARP HILL ROAD N/F NATHAN MCKELVEY & KATHERINE E. MCKELVEY 39 SHARP HILL ROADN/F KEVIN G. & DARLENE A. MCCARTHY 392 MAPLE AVENUE N/F ADVANCED ASSOCIATES LLC 410 MAPLE AVENUE ADVANCED ASSOCIATES LLC 410 MAPLE AVENUE EXISTING CB TYPE "C" TF=398.40 EXISTING CB TYPE "C" TF=398.47 INV (S) 15" RCP=393.97 INV (SW) 15" RCP=393.97 INV (NE) 15" RCP=393.82 EXISTING CB TYPE "C" TF=366.15 INV (S) 6" PVC=363.05 INV (N) 15" RCP=365.15 EXISTING CB TYPE "C" TF=365.97 INV (S) 15" RCP=360.97 INV (SW) 15" RCP=360.97 INV (NE) 15" RCP=360.87 EXISTING CB TYPE "C" TF=337.65 EXISTING CB TYPE "C" TF=433.09 INV (N) 15" CMP=430.09 INV (NE) 15" CMP =430.09 EXISTING CB TYPE "C" TF=434.64 INV (W) 4" PVC=433.04 INV (S) 15" CMP =431.24 EXISTING CB TYPE "CL" TF=435.17 1146 10 TWIN EXISTING CB TYPE "CL" TF=433.24 EXISTING 1 STORY RESIDENCE S5 5 ° 0 9 ' 5 7 " W 15 0 . 1 6 ' N5 5 ° 0 9 ' 5 7 " E 14 9 . 4 7 ' N32°39'42" W 100.67' N33°15'22"W 100.20' 84B 'C' 84B 'C' EXISTING SHED WF#2-2 WF#2-1 WF#2-4 WF#2-3 DH DH DH DH 47C 'C/D' 47C 'C/D' 85C 'C' 46B 'C/D' 47C 'C/D' MON MON MON MONMON MON MON MONMON MON MONMON N/F BRUCE & LISA DUCHESNEAU 45 SHARP HILL ROAD PROPOSED SUBAREA #1 'SA1' PROPOSED SUBAREA #2A 'SA2A' PROPOSED SUBAREA #3B 'SA3B' PROPOSED SUBAREA #3A 'SA3A' PROPOSED SUBAREA #2B 'SA2B' PROPOSED SUBAREA #2C 'SA2C' PROPOSED SUBAREA #3B 'SA3B' PROPOSED SUBAREA #2D 'SA2D' PROPOSED SUBAREA #4 'SA4' Tc FLOW PATH (TYP.) PROPOSED WOODS (DARK GREEN HATCH, TYP.) PROPOSED LAWN (LIGHT GREEN HATCH, TYP.) PROPOSED COMPACT GRAVEL (LIGHT GRAY HATCH, TYP.) PROPOSED BUILDING (DARK BROWN HATCH, TYP.) PROPOSED IMPERVIOUS (PAVEMENT, WALKS, ETC.) (DARK GRAY HATCH, TYP.) PROPOSED OPEN DECK (LIGHT BROWN HATCH, TYP.) ANALYSIS LINE #3 - NORTHERN PROPERTY LINE ANALYSIS LINE #2 - WETLANS ANALYSIS LINE #4 - NORTHEASTERN PROPERTY LINE ANALYSIS LINE #1 - SOUTHEASTERN PROPERTY LINE PROPOSED WATERSHED SUBAREA DELINEATION LINE (TYP.) PROPOSED WATERSHED BOUNDARY LINE (TYP.) BIORETENTION BASIN 'B' BIORETENTION BASIN 'A' WATER QUALITY BASIN BIORETENTION BASIN 'C' DIVERSION SWALE EN SW 50025 SCALE IN FEET 50 DE S C R I P T I O N O F R E V I S I O N DRAWING SHEET NUMBER:OF CHECKED BY:DATE: DRAWN BY:DATE: PROJECT NO.SCALE: DA T E AP P R . RE V . H HENGINEERINGASSOCIATES 232 Greenmanville Ave. Suite 201 Mystic, CT 06355 860-980-8008 www.hh-engineers.com PR E P A R E D F O R : PR O P E R T Y A D D R E S S : PO S T - D E V E L O P M E N T D R A I N A G E A R E A M A P 23 - L O T R E S I D E N T I A L R E S U B D I V I S I O N 47 S H A R P H I L L R O A D , M O N T V I L L E , C O N N E C T I C U T 0 6 3 8 2 MT K I N E O B U I L D E R S , L L C P. O . B O X 2 4 6 , W E S T M Y S T I C , C T 0 6 3 8 8 2025-0197 1" = 50' REG 7/10/2025 SMM 7/10/2025 FIGURE 3 1 1 1 RE V I S I O N S P E R C O M M E N T S F R O M T O W N 11 / 1 3 / 2 5 RE G Z: \ S H A R E D \ H + H E N G I N E E R I N G A S S O C I A T E S \ P R O J E C T S \ 2 0 2 5 \ 2 0 2 5 - 0 1 9 7 - M T K I N E O B U I L D E R S - 4 7 S H A R P H I L L R D , M O N T V I L L E \ D W G S \ D R A I N A G E \ D R A I N A G E M A P - P R O P O S E D . D W G T a b : H+ H 2 4 X 3 6 S a v e d : 11 / 1 3 / 2 0 2 5 1 0 : 3 2 P M P l o t t e d : 11 / 1 3 / 2 0 2 5 1 0 : 3 4 P M Technical Appendices for Stormwater Management Report Resubdivision Plans 23-Lot Residential Resubdivision 47 Sharp Hill Road Montville, CT 06382 July 10, 2025 Revised: November 13, 2025 Prepared for: Mt. Kineo Builders, LLC P.O. Box 246 West Mystic, CT 06388 Prepared by: H+H Engineering Associates, LLC 232 Greenmanville Avenue Suite 201 Mystic, CT 06355 Appendix A – NRCS Soil Mapping Soil Map—State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 1 of 3 45 9 2 6 0 0 45 9 2 7 0 0 45 9 2 8 0 0 45 9 2 9 0 0 45 9 3 0 0 0 45 9 3 1 0 0 45 9 3 2 0 0 45 9 3 3 0 0 45 9 2 6 0 0 45 9 2 7 0 0 45 9 2 8 0 0 45 9 2 9 0 0 45 9 3 0 0 0 45 9 3 1 0 0 45 9 3 2 0 0 45 9 3 3 0 0 738100 738200 738300 738400 738500 738600 738100 738200 738300 738400 738500 738600 738700 41° 27' 23'' N 72 ° 8 ' 5 8 ' ' W 41° 27' 23'' N 72 ° 8 ' 3 2 ' ' W 41° 26' 56'' N 72 ° 8 ' 5 8 ' ' W 41° 26' 56'' N 72 ° 8 ' 3 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,960 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 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 1:12,000. 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: State of Connecticut, Eastern Part Survey Area Data: Version 2, Aug 30, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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. Soil Map—State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 46B Woodbridge fine sandy loam, 0 to 8 percent slopes, very stony 0.2 0.9% 47C Woodbridge fine sandy loam, 3 to 15 percent slopes, extremely stony 19.9 84.5% 62D Canton and Charlton fine sandy loams, 15 to 35 percent slopes, extremely stony 2.9 12.3% 84B Paxton and Montauk fine sandy loams, 3 to 8 percent slopes 0.2 1.0% 85C Paxton and Montauk fine sandy loams, 8 to 15 percent slopes, very stony 0.3 1.3% Totals for Area of Interest 23.6 100.0% Soil Map—State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 3 of 3 State of Connecticut, Eastern Part 47C—Woodbridge fine sandy loam, 3 to 15 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2w685 Elevation: 10 to 1,470 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Woodbridge, extremely stony, and similar soils:83 percent Minor components:17 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Woodbridge, Extremely Stony Setting Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope, footslope, summit Landform position (three-dimensional):Side slope, crest Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 9 inches: fine sandy loam Bw1 - 9 to 20 inches: fine sandy loam Bw2 - 20 to 32 inches: fine sandy loam Cd - 32 to 67 inches: gravelly fine sandy loam Properties and qualities Slope:3 to 15 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 19 to 27 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.3 inches) Map Unit Description: Woodbridge fine sandy loam, 3 to 15 percent slopes, extremely stony--- State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 1 of 2 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Ecological site: F144AY037MA - Moist Dense Till Uplands Hydric soil rating: No Minor Components Paxton, extremely stony Percent of map unit:9 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Crest, side slope Down-slope shape:Convex, linear Across-slope shape:Linear, convex Hydric soil rating: No Ridgebury, extremely stony Percent of map unit:5 percent Landform:Drumlins, depressions, hills, drainageways, ground moraines Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, head slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Sutton, extremely stony Percent of map unit:2 percent Landform:Hills, ground moraines Landform position (two-dimensional):Footslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Whitman, extremely stony Percent of map unit:1 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: State of Connecticut, Eastern Part Survey Area Data: Version 2, Aug 30, 2024 Map Unit Description: Woodbridge fine sandy loam, 3 to 15 percent slopes, extremely stony--- State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 2 of 2 State of Connecticut, Eastern Part 62D—Canton and Charlton fine sandy loams, 15 to 35 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2w81r Elevation: 0 to 1,640 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Canton, extremely stony, and similar soils:55 percent Charlton, extremely stony, and similar soils:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Canton, Extremely Stony Setting Landform:Moraines, hills, ridges Landform position (two-dimensional):Backslope, summit, shoulder Landform position (three-dimensional):Crest, nose slope, side slope Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Coarse-loamy over sandy melt-out till derived from gneiss, granite, and/or schist Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 5 inches: fine sandy loam Bw1 - 5 to 16 inches: fine sandy loam Bw2 - 16 to 22 inches: gravelly fine sandy loam 2C - 22 to 67 inches: gravelly loamy sand Properties and qualities Slope:15 to 35 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature:19 to 39 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Map Unit Description: Canton and Charlton fine sandy loams, 15 to 35 percent slopes, extremely stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 1 of 3 Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Description of Charlton, Extremely Stony Setting Landform:Ridges, ground moraines, hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Coarse-loamy melt-out till derived from granite, gneiss, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 4 inches: fine sandy loam Bw - 4 to 27 inches: gravelly fine sandy loam C - 27 to 65 inches: gravelly fine sandy loam Properties and qualities Slope:15 to 35 percent Surface area covered with cobbles, stones or boulders:9.0 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Ecological site: F144AY034CT - Well Drained Till Uplands Hydric soil rating: No Minor Components Hollis, extremely stony Percent of map unit:5 percent Landform:Ridges, hills Landform position (two-dimensional):Shoulder, backslope, summit Map Unit Description: Canton and Charlton fine sandy loams, 15 to 35 percent slopes, extremely stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 2 of 3 Landform position (three-dimensional):Crest, side slope, nose slope Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No Chatfield, extremely stony Percent of map unit:5 percent Landform:Ridges, hills Landform position (two-dimensional):Summit, backslope, shoulder Landform position (three-dimensional):Crest, side slope, nose slope Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No Sutton, extremely stony Percent of map unit:5 percent Landform:Ground moraines, hills Landform position (two-dimensional):Footslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut, Eastern Part Survey Area Data: Version 2, Aug 30, 2024 Map Unit Description: Canton and Charlton fine sandy loams, 15 to 35 percent slopes, extremely stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 3 of 3 State of Connecticut, Eastern Part 85C—Paxton and Montauk fine sandy loams, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 2w67f Elevation: 0 to 1,520 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Paxton, very stony, and similar soils:55 percent Montauk, very stony, and similar soils:30 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform:Hills, drumlins, ground moraines Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 10 inches: fine sandy loam Bw1 - 10 to 17 inches: fine sandy loam Bw2 - 17 to 28 inches: fine sandy loam Cd - 28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.8 inches) Map Unit Description: Paxton and Montauk fine sandy loams, 8 to 15 percent slopes, very stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 1 of 3 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Description of Montauk, Very Stony Setting Landform:Recessionial moraines, ground moraines, hills, drumlins Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Coarse-loamy over sandy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe - 0 to 2 inches: moderately decomposed plant material A - 2 to 6 inches: fine sandy loam Bw1 - 6 to 28 inches: fine sandy loam Bw2 - 28 to 36 inches: sandy loam 2Cd - 36 to 74 inches: gravelly loamy sand Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:1.6 percent Depth to restrictive feature:20 to 43 inches to densic material Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Ecological site: F144AY007CT - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit:6 percent Landform:Ground moraines, hills, drumlins Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Side slope Map Unit Description: Paxton and Montauk fine sandy loams, 8 to 15 percent slopes, very stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 2 of 3 Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Charlton, very stony Percent of map unit:5 percent Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Hydric soil rating: No Ridgebury, very stony Percent of map unit:3 percent Landform:Drumlins, depressions, ground moraines, hills, drainageways Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, head slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Stockbridge, very stony Percent of map unit:1 percent Landform:Hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut, Eastern Part Survey Area Data: Version 2, Aug 30, 2024 Map Unit Description: Paxton and Montauk fine sandy loams, 8 to 15 percent slopes, very stony---State of Connecticut, Eastern Part Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/10/2025 Page 3 of 3 Appendix B – NOAA Point Precipitation Frequency Estimates Appendix C – Water Quality Volume Calculations Project:47 Sharp Hill Road Calculated By Date Client:Mt Kineo Builders, LLC REG 11/13/2025 Water Quality Volume (WQV) 10.552 ac A = Area draining to the practice 1.972 ac AI = Impervious area draining to the practice 0.187 decimal I = Percent impervious area draining to the practice, in decimal form 0.218 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 2.993 ac-in WQV = 1.3" x RV x A 10,865 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12") Stormwater Management Area 'SA2A' Project:47 Sharp Hill Road Calculated By Date Client:Mt Kineo Builders, LLC REG 11/13/2025 Water Quality Volume (WQV) 0.526 ac A = Area draining to the practice 0.018 ac AI = Impervious area draining to the practice 0.034 decimal I = Percent impervious area draining to the practice, in decimal form 0.081 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 0.055 ac-in WQV = 1.3" x RV x A 201 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12") Stormwater Management Area 'SA2A' WQV CALCULATIONS - STORMWATER MANAGEMENT AREA 'SA2A' - WATER QUALITY BASIN Designer Notes: The 1.3" WQV storm event was analyzed using HydroCAD, which takes into account both the ground coverage and underlying soil conditions and demonstrates that the stormwater runoff from the first 1.3" WQV is completely contained up to the top of the first orifice in the outlet control structure for Bioretention Basin 'A'. The 1.3" WQV storm event was analyzed using HydroCAD, which takes into account both the ground coverage and underlying soil conditions and demonstrates that 94% of the stormwater runoff from the first 1.3" WQV is contained up to the top of the first orifice in the outlet control structure for the Water Quality Basin. The remaining runoff is completely contained within Bioretention Basin 'A'. WQV CALCULATIONS - STORMWATER MANAGEMENT AREA 'SA2B' - BIORETENTION BASIN 'A' Designer Notes: Project:47 Sharp Hill Road Calculated By Date Client:Mt Kineo Builders, LLC REG 11/13/2025 Water Quality Volume (WQV) 1.711 ac A = Area draining to the practice 0.502 ac AI = Impervious area draining to the practice 0.293 decimal I = Percent impervious area draining to the practice, in decimal form 0.314 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 0.699 ac-in WQV = 1.3" x RV x A 2,536 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12") Stormwater Management Area 'SA3A' WQV CALCULATIONS - STORMWATER MANAGEMENT AREA 'SA3A' - BIORETENTION BASIN 'C' Designer Notes:The 1.3" WQV storm event was analyzed using HydroCAD, which takes into account both the ground coverage and underlying soil conditions and demonstrates that the stormwater runoff from the first 1.3" WQV is completely contained up to the top of the first orifice in the outlet control structure for Bioretention Basin 'C'. Appendix D – Riprap Apron Calculations Outlet Protection Design Outlet FES-1 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=30.51 cfs PIPE DIA=2 ft A. W1= 3(Sp ) = ft 6 ft B. La = 1.8 ( Q-5 ) + 10 = ft 27 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 25 ft V(25yr)=13.0 fps Therfore; Use Standard Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Outlet Protection Design Outlet FES-2 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=30.49 cfs PIPE DIA=2 ft A. W1= 3(Sp ) = ft 6 ft B. La = 1.8 ( Q-5 ) + 10 = ft 27 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 25 ft V(25yr)=13.8 fps Therfore; Use Standard Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Outlet Protection Design Outlet FES-3 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=31.43 cfs PIPE DIA=2 ft A. W1= 3(Sp ) = ft 6 ft B. La = 1.8 ( Q-5 ) + 10 = ft 27 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 25 ft V(25yr)=13.1 fps Therfore; Use Standard Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Outlet Protection Design Outlet FES-4 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=23.1 cfs PIPE DIA=1.75 ft A. W1= 3(Sp ) = ft 6 ft B. La = 1.8 ( Q-5 ) + 10 = ft 25 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 23 ft V(25yr)=11.0 fps Therfore; Use Standard Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Outlet Protection Design Outlet FES-5 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=5.51 cfs PIPE DIA=1.25 ft A. W1= 3(Sp ) = ft 4 ft B. La = 1.8 ( Q-5 ) + 10 = ft 11 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 12 ft V(25yr)=4.6 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Outlet Protection Design Outlet FES-6 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=2.38 cfs PIPE DIA=1.25 ft A. W1= 3(Sp ) = ft 4 ft B. La = 1.8 ( Q-5 ) + 10 = ft 7 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 9 ft V(25yr)=5.7 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 1 Appendix E – BMP Inspection Checklist INSPECTION CHECKLIST PAGE 1 DATE/ TIME: ________________________ INSPECTOR: ________________________ TYPE OF BMP: ________________________________________________ WEATHER DURING INSPECTION: _______________________________ _____________________________________________________________ LOCATION: __________________________________________________ TYPE OF INSPECTION (check if applicable): Storm Event Complaint Response Routine AS IS BUILT PLANS AVAILABLE: Yes No PRECIPITATION AMOUNT IN 24 HR PRIOR TO INSPECTION: _______ INLET APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: level spreader, inlet curb cut opening, -Accumulated debris/ sediment at the inlet structure, piped flow entrance, inlet and within the structure (if flow diversion structure applicable) -Structural damage or erosion __________________________________ CONDITION:Satisfactory Unsatisfactory RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ PAGE 2 PRETREATMENT APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: sediment forebay, pretreatment -Accumulated debris/ sediment vegetated filter strip, deep sump pump -Structural damage or erosion catch basin, oil grit separator, proprietary treatment device __________________________________ CONDITION:Satisfactory Unsatisfactory RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ BASIN CELL APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: infiltration trench, infiltration basin, -Accumulated debris bioretention, sand filter, subsurface -Damage (e.g. erosion/ animal burrowing) gravel wetland -Overgrown/ dead vegetation -Standing water _________________________ -Condition of wetland vegetation RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ CONDITION:Satisfactory Unsatisfactory PAGE 3 FILTER BED APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: bioretention, sand filter, tree filter, dry - Accumulated debris/ sediment water quality swale, permeable pavement -Overgrown/ dead vegetation and weeds -Standing water above filter bed __________________________________ -Erosion/ rutting in upgradient areas -Cracks or damage to permeable pavement CONDITION:Satisfactory Unsatisfactory RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ SUBSURFACE RESERVOIR/OBSERVATION WELL APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: infiltration trench, underground infiltration -Standing water in the system, dry well, bioretention, tree filter, dry water quality swale, subsurface gravel wetland* _________________________ *if underdrain present RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ CONDITION:Satisfactory Unsatisfactory NOTES PAGE 4 RECOMMENDED MAINTANENCE ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ Berm/Weir APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: stormwater ponds, stormwater wetlands -Debris sediment buildup including subsurface gravel wetland, water -Damage (e.g. erosion, cracks, spalling, quality swales seepage/ weeps, failure, animal burrows) __________________________________ CONDITION:Satisfactory Unsatisfactory RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ Outlet APPLICABLE: Yes No Circle or note applicable element(s): Guidance on what to look for: outlet curb cut openings, raised overflow -Accumulated debris/ sediment at the structures or risers, outflow weirs, outlet outlet and within the structure (if pipes/ culverts, stone riprap apron, stone applicable) riprap stilling basin or plunge pool -Structural damage or erosion __________________________________ CONDITION:Satisfactory Unsatisfactory Maintenance Access APPLICABLE: Yes No All BMPs are appliable Guidance on what to look for: -Access to pretreatment and all parts of BMP that require routine maintenance or sediment removal -Structural damage or erosion access road -Overgrown/ dead vegetation preventing or impeding access by maintenance personnel or equipment PAGE 5 CONDITION:Satisfactory Unsatisfactory NOTESRECOMMENDEDMAINTANENCE ____________________________________ ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ RECOMMENDED MAINTANENCE NOTES ____________________________________ ____________________________________ ____________________________________ DATE FOR FOLLOW UP ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ ____________________________________ Other:________________________________________________________ Note applicable element(s): _____________________________________________________________________________ _____________________________________________________________________________ CONDITION:Satisfactory Unsatisfactory Appendix F – Pre-Development HydroCAD Report SA1 Drainage Subarea #1 'SA1' SA2 Drainage Subarea #2 'SA2' SA3 Drainage Subarea #3 'SA3' SA4 Drainage Subarea #4 'SA4' AL1 Analysis Line #1 (Southeastern PL) AL2 Analysis Line #2 (Wetlands) AL3 Analysis Line #3 (Northern PL) AL4 Analysis Line #4 (Northeastern PL) ALL ALL Routing Diagram for 2025-0197 - EXST WSHD - SUBM 7-10-25Prepared by HH Engineering Assoc, Printed 7/10/2025 HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 2HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (sq-ft) CN Description (subcatchment-numbers) 34,240 98 Bldgs./Impervious (SA1, SA2, SA3) 3,938 92 Compact Gravel (est.), HSG C (SA1, SA2, SA3) 162,130 74 Lawn, Good, HSG C (SA1, SA2, SA3) 1,689 86 Open Deck (est.), HSG C (SA1, SA2) 33,140 55 Woods, Good, HSG B (SA2, SA3) 584,148 70 Woods, Good, HSG C (SA1, SA2, SA3, SA4) 390 77 Woods, Good, HSG D (SA2) 819,675 71 TOTAL AREA Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 3HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=0.12"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=0.09 cfs 819 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=0.06"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=0.12 cfs 2,251 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=0.04"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=0.04 cfs 1,000 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=0.04"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.00 cfs 32 cf Inflow=0.09 cfs 819 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.09 cfs 819 cf Inflow=0.12 cfs 2,251 cfLink AL2: Analysis Line #2 (Wetlands) Primary=0.12 cfs 2,251 cf Inflow=0.04 cfs 1,000 cfLink AL3: Analysis Line #3 (Northern PL) Primary=0.04 cfs 1,000 cf Inflow=0.00 cfs 32 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.00 cfs 32 cf Inflow=0.20 cfs 4,102 cfLink ALL: ALL Primary=0.20 cfs 4,102 cf Total Runoff Area = 819,675 sf Runoff Volume = 4,102 cf Average Runoff Depth = 0.06" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 4HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.09 cfs @ 12.46 hrs, Volume= 819 cf, Depth= 0.12" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 5HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 0.12 cfs @ 12.72 hrs, Volume= 2,251 cf, Depth= 0.06" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 6HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 0.04 cfs @ 13.99 hrs, Volume= 1,000 cf, Depth= 0.04" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 7HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.00 cfs @ 13.80 hrs, Volume= 32 cf, Depth= 0.04" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 8HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 0.12" for WQV event Inflow = 0.09 cfs @ 12.46 hrs, Volume= 819 cf Primary = 0.09 cfs @ 12.46 hrs, Volume= 819 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 9HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 0.06" for WQV event Inflow = 0.12 cfs @ 12.72 hrs, Volume= 2,251 cf Primary = 0.12 cfs @ 12.72 hrs, Volume= 2,251 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 10HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 0.04" for WQV event Inflow = 0.04 cfs @ 13.99 hrs, Volume= 1,000 cf Primary = 0.04 cfs @ 13.99 hrs, Volume= 1,000 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 11HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 0.04" for WQV event Inflow = 0.00 cfs @ 13.80 hrs, Volume= 32 cf Primary = 0.00 cfs @ 13.80 hrs, Volume= 32 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 12HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 0.06" for WQV event Inflow = 0.20 cfs @ 12.67 hrs, Volume= 4,102 cf Primary = 0.20 cfs @ 12.67 hrs, Volume= 4,102 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 13HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=0.95"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=1.48 cfs 6,652 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=0.75"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=4.94 cfs 27,281 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=0.66"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=2.80 cfs 15,901 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=0.66"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.12 cfs 506 cf Inflow=1.48 cfs 6,652 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=1.48 cfs 6,652 cf Inflow=4.94 cfs 27,281 cfLink AL2: Analysis Line #2 (Wetlands) Primary=4.94 cfs 27,281 cf Inflow=2.80 cfs 15,901 cfLink AL3: Analysis Line #3 (Northern PL) Primary=2.80 cfs 15,901 cf Inflow=0.12 cfs 506 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.12 cfs 506 cf Inflow=9.08 cfs 50,340 cfLink ALL: ALL Primary=9.08 cfs 50,340 cf Total Runoff Area = 819,675 sf Runoff Volume = 50,340 cf Average Runoff Depth = 0.74" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 14HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 1.48 cfs @ 12.24 hrs, Volume= 6,652 cf, Depth= 0.95" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 15HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 4.94 cfs @ 12.37 hrs, Volume= 27,281 cf, Depth= 0.75" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 16HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 2.80 cfs @ 12.38 hrs, Volume= 15,901 cf, Depth= 0.66" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 17HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.12 cfs @ 12.17 hrs, Volume= 506 cf, Depth= 0.66" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 18HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 0.95" for 1-year event Inflow = 1.48 cfs @ 12.24 hrs, Volume= 6,652 cf Primary = 1.48 cfs @ 12.24 hrs, Volume= 6,652 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 19HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 0.75" for 1-year event Inflow = 4.94 cfs @ 12.37 hrs, Volume= 27,281 cf Primary = 4.94 cfs @ 12.37 hrs, Volume= 27,281 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 20HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 0.66" for 1-year event Inflow = 2.80 cfs @ 12.38 hrs, Volume= 15,901 cf Primary = 2.80 cfs @ 12.38 hrs, Volume= 15,901 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 21HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 0.66" for 1-year event Inflow = 0.12 cfs @ 12.17 hrs, Volume= 506 cf Primary = 0.12 cfs @ 12.17 hrs, Volume= 506 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 22HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 0.74" for 1-year event Inflow = 9.08 cfs @ 12.35 hrs, Volume= 50,340 cf Primary = 9.08 cfs @ 12.35 hrs, Volume= 50,340 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 23HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=1.33"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=2.14 cfs 9,324 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=1.09"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=7.56 cfs 39,628 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=0.98"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=4.45 cfs 23,567 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=0.98"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.19 cfs 749 cf Inflow=2.14 cfs 9,324 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=2.14 cfs 9,324 cf Inflow=7.56 cfs 39,628 cfLink AL2: Analysis Line #2 (Wetlands) Primary=7.56 cfs 39,628 cf Inflow=4.45 cfs 23,567 cfLink AL3: Analysis Line #3 (Northern PL) Primary=4.45 cfs 23,567 cf Inflow=0.19 cfs 749 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.19 cfs 749 cf Inflow=13.95 cfs 73,269 cfLink ALL: ALL Primary=13.95 cfs 73,269 cf Total Runoff Area = 819,675 sf Runoff Volume = 73,269 cf Average Runoff Depth = 1.07" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 24HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 2.14 cfs @ 12.23 hrs, Volume= 9,324 cf, Depth= 1.33" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 25HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 7.56 cfs @ 12.35 hrs, Volume= 39,628 cf, Depth= 1.09" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 26HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 4.45 cfs @ 12.35 hrs, Volume= 23,567 cf, Depth= 0.98" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 27HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.19 cfs @ 12.16 hrs, Volume= 749 cf, Depth= 0.98" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 28HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 1.33" for 2-Year event Inflow = 2.14 cfs @ 12.23 hrs, Volume= 9,324 cf Primary = 2.14 cfs @ 12.23 hrs, Volume= 9,324 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 29HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 7.56 cfs @ 12.35 hrs, Volume= 39,628 cf Primary = 7.56 cfs @ 12.35 hrs, Volume= 39,628 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 30HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 0.98" for 2-Year event Inflow = 4.45 cfs @ 12.35 hrs, Volume= 23,567 cf Primary = 4.45 cfs @ 12.35 hrs, Volume= 23,567 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 31HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 0.98" for 2-Year event Inflow = 0.19 cfs @ 12.16 hrs, Volume= 749 cf Primary = 0.19 cfs @ 12.16 hrs, Volume= 749 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 32HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 1.07" for 2-Year event Inflow = 13.95 cfs @ 12.33 hrs, Volume= 73,269 cf Primary = 13.95 cfs @ 12.33 hrs, Volume= 73,269 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 33HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=2.63"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=4.37 cfs 18,482 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=2.29"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=16.75 cfs 83,408 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=2.13"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=10.40 cfs 51,258 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=2.13"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.44 cfs 1,630 cf Inflow=4.37 cfs 18,482 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=4.37 cfs 18,482 cf Inflow=16.75 cfs 83,408 cfLink AL2: Analysis Line #2 (Wetlands) Primary=16.75 cfs 83,408 cf Inflow=10.40 cfs 51,258 cfLink AL3: Analysis Line #3 (Northern PL) Primary=10.40 cfs 51,258 cf Inflow=0.44 cfs 1,630 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.44 cfs 1,630 cf Inflow=31.19 cfs 154,777 cfLink ALL: ALL Primary=31.19 cfs 154,777 cf Total Runoff Area = 819,675 sf Runoff Volume = 154,777 cf Average Runoff Depth = 2.27" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 34HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 4.37 cfs @ 12.23 hrs, Volume= 18,482 cf, Depth= 2.63" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 35HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 16.75 cfs @ 12.34 hrs, Volume= 83,408 cf, Depth= 2.29" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 36HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 10.40 cfs @ 12.33 hrs, Volume= 51,258 cf, Depth= 2.13" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 37HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.44 cfs @ 12.15 hrs, Volume= 1,630 cf, Depth= 2.13" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 38HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 2.63" for 10-Year event Inflow = 4.37 cfs @ 12.23 hrs, Volume= 18,482 cf Primary = 4.37 cfs @ 12.23 hrs, Volume= 18,482 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 39HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 16.75 cfs @ 12.34 hrs, Volume= 83,408 cf Primary = 16.75 cfs @ 12.34 hrs, Volume= 83,408 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 40HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 2.13" for 10-Year event Inflow = 10.40 cfs @ 12.33 hrs, Volume= 51,258 cf Primary = 10.40 cfs @ 12.33 hrs, Volume= 51,258 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 41HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 2.13" for 10-Year event Inflow = 0.44 cfs @ 12.15 hrs, Volume= 1,630 cf Primary = 0.44 cfs @ 12.15 hrs, Volume= 1,630 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 42HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 2.27" for 10-Year event Inflow = 31.19 cfs @ 12.32 hrs, Volume= 154,777 cf Primary = 31.19 cfs @ 12.32 hrs, Volume= 154,777 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 43HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=3.52"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=5.85 cfs 24,682 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=3.12"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=23.05 cfs 113,771 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=2.93"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=14.54 cfs 70,716 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=2.93"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.62 cfs 2,249 cf Inflow=5.85 cfs 24,682 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=5.85 cfs 24,682 cf Inflow=23.05 cfs 113,771 cfLink AL2: Analysis Line #2 (Wetlands) Primary=23.05 cfs 113,771 cf Inflow=14.54 cfs 70,716 cfLink AL3: Analysis Line #3 (Northern PL) Primary=14.54 cfs 70,716 cf Inflow=0.62 cfs 2,249 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.62 cfs 2,249 cf Inflow=43.07 cfs 211,418 cfLink ALL: ALL Primary=43.07 cfs 211,418 cf Total Runoff Area = 819,675 sf Runoff Volume = 211,418 cf Average Runoff Depth = 3.10" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 44HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 5.85 cfs @ 12.22 hrs, Volume= 24,682 cf, Depth= 3.52" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 45HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 23.05 cfs @ 12.33 hrs, Volume= 113,771 cf, Depth= 3.12" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 46HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 14.54 cfs @ 12.33 hrs, Volume= 70,716 cf, Depth= 2.93" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 47HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.62 cfs @ 12.15 hrs, Volume= 2,249 cf, Depth= 2.93" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 48HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 3.52" for 25-Year event Inflow = 5.85 cfs @ 12.22 hrs, Volume= 24,682 cf Primary = 5.85 cfs @ 12.22 hrs, Volume= 24,682 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 49HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 3.12" for 25-Year event Inflow = 23.05 cfs @ 12.33 hrs, Volume= 113,771 cf Primary = 23.05 cfs @ 12.33 hrs, Volume= 113,771 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 50HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 2.93" for 25-Year event Inflow = 14.54 cfs @ 12.33 hrs, Volume= 70,716 cf Primary = 14.54 cfs @ 12.33 hrs, Volume= 70,716 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 51HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 2.93" for 25-Year event Inflow = 0.62 cfs @ 12.15 hrs, Volume= 2,249 cf Primary = 0.62 cfs @ 12.15 hrs, Volume= 2,249 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 52HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 3.10" for 25-Year event Inflow = 43.07 cfs @ 12.30 hrs, Volume= 211,418 cf Primary = 43.07 cfs @ 12.30 hrs, Volume= 211,418 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 53HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=84,177 sf 10.80% Impervious Runoff Depth=4.94"Subcatchment SA1: Drainage Subarea #1 Flow Length=781' Tc=16.3 min CN=76 Runoff=8.18 cfs 34,653 cf Runoff Area=436,939 sf 4.21% Impervious Runoff Depth=4.48"Subcatchment SA2: Drainage Subarea #2 Flow Length=1,108' Tc=23.5 min CN=72 Runoff=33.19 cfs 163,288 cf Runoff Area=289,358 sf 2.33% Impervious Runoff Depth=4.26"Subcatchment SA3: Drainage Subarea #3 Flow Length=660' Tc=22.6 min CN=70 Runoff=21.22 cfs 102,692 cf Runoff Area=9,201 sf 0.00% Impervious Runoff Depth=4.26"Subcatchment SA4: Drainage Subarea #4 Flow Length=231' Tc=10.5 min CN=70 Runoff=0.91 cfs 3,265 cf Inflow=8.18 cfs 34,653 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=8.18 cfs 34,653 cf Inflow=33.19 cfs 163,288 cfLink AL2: Analysis Line #2 (Wetlands) Primary=33.19 cfs 163,288 cf Inflow=21.22 cfs 102,692 cfLink AL3: Analysis Line #3 (Northern PL) Primary=21.22 cfs 102,692 cf Inflow=0.91 cfs 3,265 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.91 cfs 3,265 cf Inflow=62.19 cfs 303,898 cfLink ALL: ALL Primary=62.19 cfs 303,898 cf Total Runoff Area = 819,675 sf Runoff Volume = 303,898 cf Average Runoff Depth = 4.45" 95.82% Pervious = 785,435 sf 4.18% Impervious = 34,240 sf Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 54HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 8.18 cfs @ 12.22 hrs, Volume= 34,653 cf, Depth= 4.94" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 9,093 98 Bldgs./Impervious * 2,325 92 Compact Gravel (est.), HSG C * 575 86 Open Deck (est.), HSG C * 46,031 74 Lawn, Good, HSG C * 26,153 70 Woods, Good, HSG C 84,177 76 Weighted Average 75,084 73 89.20% Pervious Area 9,093 98 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.8 106 0.0920 0.23 Sheet Flow, SF1A, Lawn n= 0.240 P2= 3.43" 2.9 11 0.0730 0.06 Sheet Flow, SF1B, Woods n= 0.600 P2= 3.43" 3.5 33 0.0670 0.16 Sheet Flow, SF1C, Lawn n= 0.240 P2= 3.43" 0.7 195 0.0760 4.44 Shallow Concentrated Flow, SCF1A, Unpaved Unpaved Kv= 16.1 fps 0.0 3 0.0670 5.25 Shallow Concentrated Flow, SCF1B, Paved Paved Kv= 20.3 fps 0.1 29 0.2280 7.69 Shallow Concentrated Flow, SCF1C, Unpaved Unpaved Kv= 16.1 fps 0.0 16 0.0810 5.78 Shallow Concentrated Flow, SCF1D, Paved Paved Kv= 20.3 fps 0.6 158 0.0850 4.69 Shallow Concentrated Flow, SCF1E, Unpaved Unpaved Kv= 16.1 fps 0.0 4 0.0750 5.56 Shallow Concentrated Flow, SCF1F, Paved Paved Kv= 20.3 fps 0.0 1 0.1000 6.42 Shallow Concentrated Flow, SCF1H, Unpaved Paved Kv= 20.3 fps 0.7 225 0.1000 5.09 Shallow Concentrated Flow, SCF1I, Paved Unpaved Kv= 16.1 fps 16.3 781 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 55HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2: Drainage Subarea #2 'SA2' Runoff = 33.19 cfs @ 12.32 hrs, Volume= 163,288 cf, Depth= 4.48" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 18,392 98 Bldgs./Impervious * 1,017 92 Compact Gravel (est.), HSG C * 1,114 86 Open Deck (est.), HSG C * 76,515 74 Lawn, Good, HSG C * 2,776 55 Woods, Good, HSG B * 336,735 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 436,939 72 Weighted Average 418,547 71 95.79% Pervious Area 18,392 98 4.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 28 0.1680 0.22 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 18.2 122 0.0930 0.11 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 3.2 958 0.0960 4.99 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 23.5 1,108 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 56HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3: Drainage Subarea #3 'SA3' Runoff = 21.22 cfs @ 12.32 hrs, Volume= 102,692 cf, Depth= 4.26" Routed to Link AL3 : Analysis Line #3 (Northern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 6,755 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 39,584 74 Lawn, Good, HSG C * 30,364 55 Woods, Good, HSG B * 212,059 70 Woods, Good, HSG C 289,358 70 Weighted Average 282,603 69 97.67% Pervious Area 6,755 98 2.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 18 0.0830 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 19.0 132 0.0970 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 1.6 510 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 22.6 660 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 57HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.91 cfs @ 12.15 hrs, Volume= 3,265 cf, Depth= 4.26" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 9,201 70 Woods, Good, HSG C 9,201 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 150 0.0930 0.24 Sheet Flow, SF4A n= 0.240 P2= 3.43" 0.2 81 0.1300 5.80 Shallow Concentrated Flow, SCF4A Unpaved Kv= 16.1 fps 10.5 231 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 58HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 84,177 sf, 10.80% Impervious, Inflow Depth = 4.94" for 100-Year event Inflow = 8.18 cfs @ 12.22 hrs, Volume= 34,653 cf Primary = 8.18 cfs @ 12.22 hrs, Volume= 34,653 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 59HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 436,939 sf, 4.21% Impervious, Inflow Depth = 4.48" for 100-Year event Inflow = 33.19 cfs @ 12.32 hrs, Volume= 163,288 cf Primary = 33.19 cfs @ 12.32 hrs, Volume= 163,288 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 60HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 289,358 sf, 2.33% Impervious, Inflow Depth = 4.26" for 100-Year event Inflow = 21.22 cfs @ 12.32 hrs, Volume= 102,692 cf Primary = 21.22 cfs @ 12.32 hrs, Volume= 102,692 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 61HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 9,201 sf, 0.00% Impervious, Inflow Depth = 4.26" for 100-Year event Inflow = 0.91 cfs @ 12.15 hrs, Volume= 3,265 cf Primary = 0.91 cfs @ 12.15 hrs, Volume= 3,265 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - EXST WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 62HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,675 sf, 4.18% Impervious, Inflow Depth = 4.45" for 100-Year event Inflow = 62.19 cfs @ 12.30 hrs, Volume= 303,898 cf Primary = 62.19 cfs @ 12.30 hrs, Volume= 303,898 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Appendix G – Post-Development HydroCAD Report SA1 Drainage Subarea #1 'SA1' SA2A Drainage Subarea #2A 'SA2A' SA2B Drainage Subarea #2B 'SA2B' SA2C Drainage Subarea #2C 'SA2C' SA2D Drainage Subarea #2D 'SA2D' SA3A Drainage Subarea #3A 'SA3' SA3B Drainage Subarea #3B 'SA3B' SA4 Drainage Subarea #4 'SA4' SW Diversion Swale BB-A Bioretention Basin A 'BB-A' BB-B Bioretention Basin B 'BB-B' BB-C Bioretention Basin C 'BB-C' WQB Water Quality Basin 'WQB' AL1 Analysis Line #1 (Southeastern PL) AL2 Analysis Line #2 (Wetlands) AL3 Analysis Line #3 (Northern PL) AL4 Analysis Line #4 (Northeastern PL) ALL ALL Routing Diagram for 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Prepared by HH Engineering Assoc, Printed 11/13/2025 HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 2HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQV Type III 24-hr Default 24.00 1 1.30 2 2 1-year Type III 24-hr Default 24.00 1 2.90 2 3 2-Year Type III 24-hr Default 24.00 1 3.45 2 4 10-Year Type III 24-hr Default 24.00 1 5.12 2 5 25-Year Type III 24-hr Default 24.00 1 6.16 2 6 100-Year Type III 24-hr Default 24.00 1 7.76 2 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 3HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 128,714 98 Bldgs./Impervious (SA1, SA2A, SA2B, SA3A, SA3B) 3,384 92 Compact Gravel (est.), HSG C (SA2A, SA3B) 372 61 Lawn, Good, HSG B (SA3B) 455,385 74 Lawn, Good, HSG C (SA1, SA2A, SA2B, SA2C, SA2D, SA3A, SA3B, SA4) 5,170 86 Open Deck (est.), HSG C (SA2A, SA2B, SA3A, SA3B) 32,752 55 Woods, Good, HSG B (SA3B) 194,973 70 Woods, Good, HSG C (SA1, SA2A, SA2D, SA3A, SA3B, SA4) 390 77 Woods, Good, HSG D (SA2D) 821,140 76 TOTAL AREA 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 4HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 33,124 HSG B SA3B 658,912 HSG C SA1, SA2A, SA2B, SA2C, SA2D, SA3A, SA3B, SA4 390 HSG D SA2D 128,714 Other SA1, SA2A, SA2B, SA3A, SA3B 821,140 TOTAL AREA 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 5HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 0 0 128,714 128,714 Bldgs./Impervious 0 0 3,384 0 0 3,384 Compact Gravel (est.) 0 372 455,385 0 0 455,757 Lawn, Good 0 0 5,170 0 0 5,170 Open Deck (est.) 0 32,752 194,973 390 0 228,115 Woods, Good 0 33,124 658,912 390 128,714 821,140 TOTAL AREA 2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 6HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 BB-A 339.00 338.00 38.0 0.0263 0.013 0.0 24.0 0.0 2 BB-B 335.00 334.00 47.0 0.0213 0.013 0.0 21.0 0.0 3 BB-C 385.50 385.00 32.0 0.0156 0.013 0.0 15.0 0.0 4 WQB 345.00 343.50 50.0 0.0300 0.013 0.0 24.0 0.0 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 7HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=0.09"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=0.01 cfs 80 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=0.15"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=0.74 cfs 5,833 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=0.10"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=0.02 cfs 201 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=0.09"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=0.01 cfs 91 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=0.07"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.00 cfs 24 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=0.22"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=0.22 cfs 1,350 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=0.06"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=0.06 cfs 1,161 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=0.07"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=0.01 cfs 62 cf Avg. Flow Depth=0.03' Max Vel=0.53 fps Inflow=0.06 cfs 1,161 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=0.06 cfs 1,161 cf Peak Elev=343.02' Storage=103 cf Inflow=0.07 cfs 770 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.05 cfs 770 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.05 cfs 770 cf Peak Elev=337.50' Storage=11 cf Inflow=0.01 cfs 91 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.00 cfs 91 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.00 cfs 91 cf Peak Elev=387.76' Storage=425 cf Inflow=0.22 cfs 1,350 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.04 cfs 1,350 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.04 cfs 1,350 cf Peak Elev=355.78' Storage=3,034 cf Inflow=0.74 cfs 5,833 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.06 cfs 5,263 cf Primary=0.06 cfs 569 cf Secondary=0.00 cfs 0 cf Outflow=0.12 cfs 5,833 cf Inflow=0.01 cfs 80 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.01 cfs 80 cf Inflow=0.00 cfs 24 cfLink AL2: Analysis Line #2 (Wetlands) Primary=0.00 cfs 24 cf Inflow=0.06 cfs 1,161 cfLink AL3: Analysis Line #3 (Northern PL) Primary=0.06 cfs 1,161 cf Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 8HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.01 cfs 62 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.01 cfs 62 cf Inflow=0.06 cfs 1,328 cfLink ALL: ALL Primary=0.06 cfs 1,328 cf Total Runoff Area = 821,140 sf Runoff Volume = 8,802 cf Average Runoff Depth = 0.13" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 9HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.01 cfs @ 12.43 hrs, Volume= 80 cf, Depth= 0.09" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr WQV Rainfall=1.30" Runoff Area=11,088 sf Runoff Volume=80 cf Runoff Depth=0.09" Tc=10.0 min CN=74 0.01 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 10HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 0.74 cfs @ 12.46 hrs, Volume= 5,833 cf, Depth= 0.15" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 11HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr WQV Rainfall=1.30" Runoff Area=10.552 ac Runoff Volume=5,833 cf Runoff Depth=0.15" Flow Length=697' Tc=20.8 min CN=78 0.74 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 12HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.02 cfs @ 12.39 hrs, Volume= 201 cf, Depth= 0.10" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr WQV Rainfall=1.30" Runoff Area=23,857 sf Runoff Volume=201 cf Runoff Depth=0.10" Tc=10.0 min CN=75 0.02 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 13HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.01 cfs @ 12.43 hrs, Volume= 91 cf, Depth= 0.09" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr WQV Rainfall=1.30" Runoff Area=12,571 sf Runoff Volume=91 cf Runoff Depth=0.09" Tc=10.0 min CN=74 0.01 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 14HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.00 cfs @ 12.46 hrs, Volume= 24 cf, Depth= 0.07" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr WQV Rainfall=1.30" Runoff Area=3,877 sf Runoff Volume=24 cf Runoff Depth=0.07" Tc=10.0 min CN=73 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 15HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 0.22 cfs @ 12.34 hrs, Volume= 1,350 cf, Depth= 0.22" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 16HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr WQV Rainfall=1.30" Runoff Area=74,552 sf Runoff Volume=1,350 cf Runoff Depth=0.22" Flow Length=325' Tc=19.3 min CN=81 0.22 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 17HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 0.06 cfs @ 12.68 hrs, Volume= 1,161 cf, Depth= 0.06" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 18HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr WQV Rainfall=1.30" Runoff Area=225,379 sf Runoff Volume=1,161 cf Runoff Depth=0.06" Flow Length=165' Tc=21.1 min CN=72 0.06 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 19HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.01 cfs @ 12.47 hrs, Volume= 62 cf, Depth= 0.07" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.30" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr WQV Rainfall=1.30" Runoff Area=10,171 sf Runoff Volume=62 cf Runoff Depth=0.07" Flow Length=246' Tc=10.3 min CN=73 0.01 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 20HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 0.06" for WQV event Inflow = 0.06 cfs @ 12.68 hrs, Volume= 1,161 cf Outflow = 0.06 cfs @ 12.97 hrs, Volume= 1,161 cf, Atten= 11%, Lag= 17.4 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 0.53 fps, Min. Travel Time= 12.5 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 17.7 min Peak Storage= 41 cf @ 12.97 hrs Average Depth at Peak Storage= 0.03' , Surface Width= 4.15' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 21HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=225,379 sf Avg. Flow Depth=0.03' Max Vel=0.53 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 0.06 cfs 0.06 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 22HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 23HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 0.02" for WQV event Inflow = 0.07 cfs @ 16.18 hrs, Volume= 770 cf Outflow = 0.05 cfs @ 16.93 hrs, Volume= 770 cf, Atten= 21%, Lag= 45.2 min Discarded = 0.05 cfs @ 16.93 hrs, Volume= 770 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 343.02' @ 16.93 hrs Surf.Area= 5,189 sf Storage= 103 cf Plug-Flow detention time= 32.2 min calculated for 770 cf (100% of inflow) Center-of-Mass det. time= 32.2 min ( 1,061.0 - 1,028.7 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 24HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.12 cfs @ 16.93 hrs HW=343.02' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 26.20 cfs potential flow) 2=Low Orifice ( Controls 0.00 cfs) 3=Upper Orifice ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Inflow Area=483,502 sf Peak Elev=343.02' Storage=103 cf 0.07 cfs 0.05 cfs 0.05 cfs 0.00 cfs 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 25HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 26HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.01 cfs @ 12.43 hrs, Volume= 91 cf Outflow = 0.00 cfs @ 13.18 hrs, Volume= 91 cf, Atten= 56%, Lag= 45.1 min Discarded = 0.00 cfs @ 13.18 hrs, Volume= 91 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 337.50' @ 13.18 hrs Surf.Area= 2,412 sf Storage= 11 cf Plug-Flow detention time= 46.4 min calculated for 91 cf (100% of inflow) Center-of-Mass det. time= 46.3 min ( 1,017.9 - 971.6 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 27HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 13.18 hrs HW=337.50' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 14.76 cfs potential flow) 2=Low Orifice ( Controls 0.00 cfs) 3=Middle Orifice ( Controls 0.00 cfs) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=496,073 sf Peak Elev=337.50' Storage=11 cf 0.01 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 28HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 29HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 0.22" for WQV event Inflow = 0.22 cfs @ 12.34 hrs, Volume= 1,350 cf Outflow = 0.04 cfs @ 14.31 hrs, Volume= 1,350 cf, Atten= 82%, Lag= 118.2 min Discarded = 0.04 cfs @ 14.31 hrs, Volume= 1,350 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 387.76' @ 14.31 hrs Surf.Area= 1,722 sf Storage= 425 cf Plug-Flow detention time= 113.7 min calculated for 1,350 cf (100% of inflow) Center-of-Mass det. time= 113.7 min ( 1,028.6 - 915.0 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 30HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.04 cfs @ 14.31 hrs HW=387.76' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 6.93 cfs potential flow) 2=Low Orifice ( Controls 0.00 cfs) 3=Middle Orifice ( Controls 0.00 cfs) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=74,552 sf Peak Elev=387.76' Storage=425 cf 0.22 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 31HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 32HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 0.15" for WQV event Inflow = 0.74 cfs @ 12.46 hrs, Volume= 5,833 cf Outflow = 0.12 cfs @ 16.18 hrs, Volume= 5,833 cf, Atten= 84%, Lag= 223.3 min Discarded = 0.06 cfs @ 16.18 hrs, Volume= 5,263 cf Primary = 0.06 cfs @ 16.18 hrs, Volume= 569 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 355.78' @ 16.18 hrs Surf.Area= 2,444 sf Storage= 3,034 cf Plug-Flow detention time= 606.7 min calculated for 5,832 cf (100% of inflow) Center-of-Mass det. time= 606.8 min ( 1,546.7 - 940.0 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 16.18 hrs HW=355.78' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.06 cfs @ 16.18 hrs HW=355.78' (Free Discharge) 1=Outlet Pipe (Passes 0.06 cfs of 47.30 cfs potential flow) 2=Orifice (Orifice Controls 0.06 cfs @ 0.53 fps) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 33HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=459,645 sf Peak Elev=355.78' Storage=3,034 cf 0.74 cfs 0.12 cfs 0.06 cfs 0.06 cfs 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 34HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 35HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 0.09" for WQV event Inflow = 0.01 cfs @ 12.43 hrs, Volume= 80 cf Primary = 0.01 cfs @ 12.43 hrs, Volume= 80 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.009 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=11,088 sf 0.01 cfs 0.01 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 36HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 12.46 hrs, Volume= 24 cf Primary = 0.00 cfs @ 12.46 hrs, Volume= 24 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=499,950 sf 0.00 cfs 0.00 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 37HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 0.05" for WQV event Inflow = 0.06 cfs @ 12.97 hrs, Volume= 1,161 cf Primary = 0.06 cfs @ 12.97 hrs, Volume= 1,161 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=299,931 sf 0.06 cfs 0.06 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 38HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 0.07" for WQV event Inflow = 0.01 cfs @ 12.47 hrs, Volume= 62 cf Primary = 0.01 cfs @ 12.47 hrs, Volume= 62 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=10,171 sf 0.01 cfs 0.01 cfs Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 39HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 0.02" for WQV event Inflow = 0.06 cfs @ 12.94 hrs, Volume= 1,328 cf Primary = 0.06 cfs @ 12.94 hrs, Volume= 1,328 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=821,140 sf 0.06 cfs 0.06 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 40HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=0.85"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=0.20 cfs 781 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=1.06"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=8.35 cfs 40,532 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=0.90"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=0.47 cfs 1,781 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=0.85"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=0.23 cfs 886 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.07 cfs 257 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=1.24"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=1.67 cfs 7,686 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=0.75"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=2.66 cfs 14,072 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=0.17 cfs 675 cf Avg. Flow Depth=0.25' Max Vel=2.17 fps Inflow=2.66 cfs 14,072 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=2.62 cfs 14,072 cf Peak Elev=345.64' Storage=18,235 cf Inflow=8.59 cfs 36,521 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.20 cfs 17,348 cf Primary=0.68 cfs 19,174 cf Secondary=0.00 cfs 0 cf Outflow=0.88 cfs 36,521 cf Peak Elev=338.65' Storage=3,321 cf Inflow=0.70 cfs 20,059 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.08 cfs 4,205 cf Primary=0.54 cfs 15,854 cf Secondary=0.00 cfs 0 cf Outflow=0.62 cfs 20,059 cf Peak Elev=388.97' Storage=2,964 cf Inflow=1.67 cfs 7,686 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.06 cfs 3,358 cf Primary=0.35 cfs 4,328 cf Secondary=0.00 cfs 0 cf Outflow=0.41 cfs 7,686 cf Peak Elev=356.26' Storage=4,311 cf Inflow=8.35 cfs 40,532 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.07 cfs 5,792 cf Primary=8.28 cfs 34,740 cf Secondary=0.00 cfs 0 cf Outflow=8.35 cfs 40,532 cf Inflow=0.20 cfs 781 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.20 cfs 781 cf Inflow=0.55 cfs 16,112 cfLink AL2: Analysis Line #2 (Wetlands) Primary=0.55 cfs 16,112 cf Inflow=2.86 cfs 18,400 cfLink AL3: Analysis Line #3 (Northern PL) Primary=2.86 cfs 18,400 cf Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 41HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.17 cfs 675 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.17 cfs 675 cf Inflow=3.12 cfs 35,968 cfLink ALL: ALL Primary=3.12 cfs 35,968 cf Total Runoff Area = 821,140 sf Runoff Volume = 66,671 cf Average Runoff Depth = 0.97" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 42HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.20 cfs @ 12.15 hrs, Volume= 781 cf, Depth= 0.85" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 1-year Rainfall=2.90" Runoff Area=11,088 sf Runoff Volume=781 cf Runoff Depth=0.85" Tc=10.0 min CN=74 0.20 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 43HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 8.35 cfs @ 12.31 hrs, Volume= 40,532 cf, Depth= 1.06" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 44HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 1-year Rainfall=2.90" Runoff Area=10.552 ac Runoff Volume=40,532 cf Runoff Depth=1.06" Flow Length=697' Tc=20.8 min CN=78 8.35 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 45HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.47 cfs @ 12.15 hrs, Volume= 1,781 cf, Depth= 0.90" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 1-year Rainfall=2.90" Runoff Area=23,857 sf Runoff Volume=1,781 cf Runoff Depth=0.90" Tc=10.0 min CN=75 0.47 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 46HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.23 cfs @ 12.15 hrs, Volume= 886 cf, Depth= 0.85" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.25 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 III 24-hr 1-year Rainfall=2.90" Runoff Area=12,571 sf Runoff Volume=886 cf Runoff Depth=0.85" Tc=10.0 min CN=74 0.23 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 47HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.07 cfs @ 12.15 hrs, Volume= 257 cf, Depth= 0.80" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 1-year Rainfall=2.90" Runoff Area=3,877 sf Runoff Volume=257 cf Runoff Depth=0.80" Tc=10.0 min CN=73 0.07 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 48HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 1.67 cfs @ 12.28 hrs, Volume= 7,686 cf, Depth= 1.24" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 49HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 1-year Rainfall=2.90" Runoff Area=74,552 sf Runoff Volume=7,686 cf Runoff Depth=1.24" Flow Length=325' Tc=19.3 min CN=81 1.67 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 50HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 2.66 cfs @ 12.33 hrs, Volume= 14,072 cf, Depth= 0.75" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 51HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 1-year Rainfall=2.90" Runoff Area=225,379 sf Runoff Volume=14,072 cf Runoff Depth=0.75" Flow Length=165' Tc=21.1 min CN=72 2.66 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 52HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.17 cfs @ 12.16 hrs, Volume= 675 cf, Depth= 0.80" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 1-year Rainfall=2.90" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 1-year Rainfall=2.90" Runoff Area=10,171 sf Runoff Volume=675 cf Runoff Depth=0.80" Flow Length=246' Tc=10.3 min CN=73 0.17 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 53HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 0.75" for 1-year event Inflow = 2.66 cfs @ 12.33 hrs, Volume= 14,072 cf Outflow = 2.62 cfs @ 12.37 hrs, Volume= 14,072 cf, Atten= 1%, Lag= 2.3 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.17 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.77 fps, Avg. Travel Time= 8.6 min Peak Storage= 478 cf @ 12.37 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 5.52' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 54HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=225,379 sf Avg. Flow Depth=0.25' Max Vel=2.17 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 2.66 cfs 2.62 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 55HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 56HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' [79] Warning: Submerged Pond WQB Primary device # 1 INLET by 0.64' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 0.91" for 1-year event Inflow = 8.59 cfs @ 12.31 hrs, Volume= 36,521 cf Outflow = 0.88 cfs @ 14.65 hrs, Volume= 36,521 cf, Atten= 90%, Lag= 140.6 min Discarded = 0.20 cfs @ 14.65 hrs, Volume= 17,348 cf Primary = 0.68 cfs @ 14.65 hrs, Volume= 19,174 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 345.64' @ 14.65 hrs Surf.Area= 8,762 sf Storage= 18,235 cf Plug-Flow detention time= 402.7 min calculated for 36,516 cf (100% of inflow) Center-of-Mass det. time= 402.8 min ( 1,274.9 - 872.1 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 57HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.20 cfs @ 14.65 hrs HW=345.64' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.68 cfs @ 14.65 hrs HW=345.64' (Free Discharge) 1=Outlet Pipe (Passes 0.68 cfs of 35.91 cfs potential flow) 2=Low Orifice (Orifice Controls 0.68 cfs @ 5.00 fps) 3=Upper Orifice ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=483,502 sf Peak Elev=345.64' Storage=18,235 cf 8.59 cfs 0.88 cfs 0.20 cfs 0.68 cfs 0.00 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 58HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 59HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' [79] Warning: Submerged Pond BB-A Primary device # 1 OUTLET by 0.65' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 0.49" for 1-year event Inflow = 0.70 cfs @ 14.50 hrs, Volume= 20,059 cf Outflow = 0.62 cfs @ 16.94 hrs, Volume= 20,059 cf, Atten= 11%, Lag= 146.5 min Discarded = 0.08 cfs @ 16.94 hrs, Volume= 4,205 cf Primary = 0.54 cfs @ 16.94 hrs, Volume= 15,854 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 338.65' @ 16.94 hrs Surf.Area= 3,418 sf Storage= 3,321 cf Plug-Flow detention time= 89.5 min calculated for 20,059 cf (100% of inflow) Center-of-Mass det. time= 89.5 min ( 1,107.1 - 1,017.7 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 60HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.08 cfs @ 16.94 hrs HW=338.65' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.54 cfs @ 16.94 hrs HW=338.65' (Free Discharge) 1=Outlet Pipe (Passes 0.54 cfs of 19.28 cfs potential flow) 2=Low Orifice (Orifice Controls 0.54 cfs @ 3.99 fps) 3=Middle Orifice ( Controls 0.00 cfs) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=496,073 sf Peak Elev=338.65' Storage=3,321 cf 0.70 cfs 0.62 cfs 0.08 cfs 0.54 cfs 0.00 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 61HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 62HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 1.24" for 1-year event Inflow = 1.67 cfs @ 12.28 hrs, Volume= 7,686 cf Outflow = 0.41 cfs @ 12.91 hrs, Volume= 7,686 cf, Atten= 75%, Lag= 37.8 min Discarded = 0.06 cfs @ 12.91 hrs, Volume= 3,358 cf Primary = 0.35 cfs @ 12.91 hrs, Volume= 4,328 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 388.97' @ 12.91 hrs Surf.Area= 2,502 sf Storage= 2,964 cf Plug-Flow detention time= 178.0 min calculated for 7,686 cf (100% of inflow) Center-of-Mass det. time= 178.0 min ( 1,034.9 - 856.9 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 63HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.91 hrs HW=388.97' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.35 cfs @ 12.91 hrs HW=388.97' (Free Discharge) 1=Outlet Pipe (Passes 0.35 cfs of 9.96 cfs potential flow) 2=Low Orifice (Orifice Controls 0.35 cfs @ 4.03 fps) 3=Middle Orifice ( Controls 0.00 cfs) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=74,552 sf Peak Elev=388.97' Storage=2,964 cf 1.67 cfs 0.41 cfs 0.06 cfs 0.35 cfs 0.00 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 64HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 65HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 1.06" for 1-year event Inflow = 8.35 cfs @ 12.31 hrs, Volume= 40,532 cf Outflow = 8.35 cfs @ 12.31 hrs, Volume= 40,532 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.07 cfs @ 12.31 hrs, Volume= 5,792 cf Primary = 8.28 cfs @ 12.31 hrs, Volume= 34,740 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.26' @ 12.31 hrs Surf.Area= 2,865 sf Storage= 4,311 cf Plug-Flow detention time= 102.0 min calculated for 40,527 cf (100% of inflow) Center-of-Mass det. time= 102.2 min ( 970.6 - 868.5 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.31 hrs HW=356.26' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.62 cfs @ 12.31 hrs HW=356.26' (Free Discharge) 1=Outlet Pipe (Passes 11.62 cfs of 48.45 cfs potential flow) 2=Orifice (Orifice Controls 4.64 cfs @ 2.32 fps) 3=Grate (Orifice Controls 6.97 cfs @ 0.44 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 66HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=459,645 sf Peak Elev=356.26' Storage=4,311 cf 8.35 cfs 8.35 cfs 0.07 cfs 8.28 cfs 0.00 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 67HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 68HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 0.85" for 1-year event Inflow = 0.20 cfs @ 12.15 hrs, Volume= 781 cf Primary = 0.20 cfs @ 12.15 hrs, Volume= 781 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Inflow Area=11,088 sf 0.20 cfs 0.20 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 69HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 0.39" for 1-year event Inflow = 0.55 cfs @ 16.92 hrs, Volume= 16,112 cf Primary = 0.55 cfs @ 16.92 hrs, Volume= 16,112 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=499,950 sf 0.55 cfs 0.55 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 70HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 0.74" for 1-year event Inflow = 2.86 cfs @ 12.38 hrs, Volume= 18,400 cf Primary = 2.86 cfs @ 12.38 hrs, Volume= 18,400 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=299,931 sf 2.86 cfs 2.86 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 71HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 0.80" for 1-year event Inflow = 0.17 cfs @ 12.16 hrs, Volume= 675 cf Primary = 0.17 cfs @ 12.16 hrs, Volume= 675 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=10,171 sf 0.17 cfs 0.17 cfs Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 72HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 0.53" for 1-year event Inflow = 3.12 cfs @ 12.37 hrs, Volume= 35,968 cf Primary = 3.12 cfs @ 12.37 hrs, Volume= 35,968 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=821,140 sf 3.12 cfs 3.12 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 73HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=1.21"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=0.30 cfs 1,114 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=1.46"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=11.75 cfs 55,904 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=1.27"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=0.69 cfs 2,518 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=1.21"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=0.34 cfs 1,263 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.10 cfs 370 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=1.67"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=2.28 cfs 10,364 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=1.09"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=4.08 cfs 20,441 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=0.26 cfs 971 cf Avg. Flow Depth=0.32' Max Vel=2.50 fps Inflow=4.08 cfs 20,441 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=4.03 cfs 20,441 cf Peak Elev=346.39' Storage=25,308 cf Inflow=12.14 cfs 52,491 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.23 cfs 19,102 cf Primary=1.60 cfs 33,389 cf Secondary=0.00 cfs 0 cf Outflow=1.83 cfs 52,491 cf Peak Elev=338.85' Storage=4,049 cf Inflow=1.64 cfs 34,652 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.08 cfs 4,906 cf Primary=1.40 cfs 29,745 cf Secondary=0.00 cfs 0 cf Outflow=1.48 cfs 34,652 cf Peak Elev=389.28' Storage=3,789 cf Inflow=2.28 cfs 10,364 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.06 cfs 3,593 cf Primary=0.82 cfs 6,771 cf Secondary=0.00 cfs 0 cf Outflow=0.89 cfs 10,364 cf Peak Elev=356.27' Storage=4,333 cf Inflow=11.75 cfs 55,904 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.07 cfs 5,931 cf Primary=11.68 cfs 49,973 cf Secondary=0.00 cfs 0 cf Outflow=11.75 cfs 55,904 cf Inflow=0.30 cfs 1,114 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.30 cfs 1,114 cf Inflow=1.41 cfs 30,116 cfLink AL2: Analysis Line #2 (Wetlands) Primary=1.41 cfs 30,116 cf Inflow=4.36 cfs 27,212 cfLink AL3: Analysis Line #3 (Northern PL) Primary=4.36 cfs 27,212 cf Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 74HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.26 cfs 971 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.26 cfs 971 cf Inflow=4.75 cfs 59,413 cfLink ALL: ALL Primary=4.75 cfs 59,413 cf Total Runoff Area = 821,140 sf Runoff Volume = 92,945 cf Average Runoff Depth = 1.36" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 75HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.30 cfs @ 12.15 hrs, Volume= 1,114 cf, Depth= 1.21" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 2-Year Rainfall=3.45" Runoff Area=11,088 sf Runoff Volume=1,114 cf Runoff Depth=1.21" Tc=10.0 min CN=74 0.30 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 76HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 11.75 cfs @ 12.30 hrs, Volume= 55,904 cf, Depth= 1.46" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 77HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2-Year Rainfall=3.45" Runoff Area=10.552 ac Runoff Volume=55,904 cf Runoff Depth=1.46" Flow Length=697' Tc=20.8 min CN=78 11.75 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 78HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.69 cfs @ 12.15 hrs, Volume= 2,518 cf, Depth= 1.27" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 2-Year Rainfall=3.45" Runoff Area=23,857 sf Runoff Volume=2,518 cf Runoff Depth=1.27" Tc=10.0 min CN=75 0.69 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 79HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.34 cfs @ 12.15 hrs, Volume= 1,263 cf, Depth= 1.21" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 2-Year Rainfall=3.45" Runoff Area=12,571 sf Runoff Volume=1,263 cf Runoff Depth=1.21" Tc=10.0 min CN=74 0.34 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 80HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.10 cfs @ 12.15 hrs, Volume= 370 cf, Depth= 1.15" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2-Year Rainfall=3.45" Runoff Area=3,877 sf Runoff Volume=370 cf Runoff Depth=1.15" Tc=10.0 min CN=73 0.10 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 81HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 2.28 cfs @ 12.27 hrs, Volume= 10,364 cf, Depth= 1.67" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 82HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 2-Year Rainfall=3.45" Runoff Area=74,552 sf Runoff Volume=10,364 cf Runoff Depth=1.67" Flow Length=325' Tc=19.3 min CN=81 2.28 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 83HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 4.08 cfs @ 12.31 hrs, Volume= 20,441 cf, Depth= 1.09" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 84HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 2-Year Rainfall=3.45" Runoff Area=225,379 sf Runoff Volume=20,441 cf Runoff Depth=1.09" Flow Length=165' Tc=21.1 min CN=72 4.08 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 85HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.26 cfs @ 12.15 hrs, Volume= 971 cf, Depth= 1.15" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.45" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 2-Year Rainfall=3.45" Runoff Area=10,171 sf Runoff Volume=971 cf Runoff Depth=1.15" Flow Length=246' Tc=10.3 min CN=73 0.26 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 86HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 4.08 cfs @ 12.31 hrs, Volume= 20,441 cf Outflow = 4.03 cfs @ 12.35 hrs, Volume= 20,441 cf, Atten= 1%, Lag= 2.3 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 2.50 fps, Min. Travel Time= 2.6 min Avg. Velocity = 0.85 fps, Avg. Travel Time= 7.7 min Peak Storage= 637 cf @ 12.35 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 5.94' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 87HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=225,379 sf Avg. Flow Depth=0.32' Max Vel=2.50 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 4.08 cfs 4.03 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 88HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 89HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' [79] Warning: Submerged Pond WQB Primary device # 1 INLET by 1.39' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 1.30" for 2-Year event Inflow = 12.14 cfs @ 12.30 hrs, Volume= 52,491 cf Outflow = 1.83 cfs @ 13.46 hrs, Volume= 52,491 cf, Atten= 85%, Lag= 69.9 min Discarded = 0.23 cfs @ 13.46 hrs, Volume= 19,102 cf Primary = 1.60 cfs @ 13.46 hrs, Volume= 33,389 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.39' @ 13.46 hrs Surf.Area= 9,890 sf Storage= 25,308 cf Plug-Flow detention time= 365.3 min calculated for 52,484 cf (100% of inflow) Center-of-Mass det. time= 365.5 min ( 1,228.3 - 862.8 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 90HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.23 cfs @ 13.46 hrs HW=346.39' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=1.60 cfs @ 13.46 hrs HW=346.39' (Free Discharge) 1=Outlet Pipe (Passes 1.60 cfs of 38.25 cfs potential flow) 2=Low Orifice (Orifice Controls 0.89 cfs @ 6.53 fps) 3=Upper Orifice (Orifice Controls 0.71 cfs @ 1.22 fps) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=483,502 sf Peak Elev=346.39' Storage=25,308 cf 12.14 cfs 1.83 cfs 0.23 cfs 1.60 cfs 0.00 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 91HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 92HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' [79] Warning: Submerged Pond BB-A Primary device # 1 OUTLET by 0.85' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 0.84" for 2-Year event Inflow = 1.64 cfs @ 13.46 hrs, Volume= 34,652 cf Outflow = 1.48 cfs @ 13.93 hrs, Volume= 34,652 cf, Atten= 10%, Lag= 28.3 min Discarded = 0.08 cfs @ 13.93 hrs, Volume= 4,906 cf Primary = 1.40 cfs @ 13.93 hrs, Volume= 29,745 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 338.85' @ 13.93 hrs Surf.Area= 3,619 sf Storage= 4,049 cf Plug-Flow detention time= 76.1 min calculated for 34,647 cf (100% of inflow) Center-of-Mass det. time= 76.2 min ( 1,108.1 - 1,032.0 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 93HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.08 cfs @ 13.93 hrs HW=338.85' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=1.39 cfs @ 13.93 hrs HW=338.85' (Free Discharge) 1=Outlet Pipe (Passes 1.39 cfs of 19.99 cfs potential flow) 2=Low Orifice (Orifice Controls 0.62 cfs @ 4.55 fps) 3=Middle Orifice (Orifice Controls 0.77 cfs @ 1.26 fps) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=496,073 sf Peak Elev=338.85' Storage=4,049 cf 1.64 cfs 1.48 cfs 0.08 cfs 1.40 cfs 0.00 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 94HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 95HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 1.67" for 2-Year event Inflow = 2.28 cfs @ 12.27 hrs, Volume= 10,364 cf Outflow = 0.89 cfs @ 12.70 hrs, Volume= 10,364 cf, Atten= 61%, Lag= 25.7 min Discarded = 0.06 cfs @ 12.70 hrs, Volume= 3,593 cf Primary = 0.82 cfs @ 12.70 hrs, Volume= 6,771 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 389.28' @ 12.70 hrs Surf.Area= 2,716 sf Storage= 3,789 cf Plug-Flow detention time= 152.4 min calculated for 10,362 cf (100% of inflow) Center-of-Mass det. time= 152.4 min ( 1,000.6 - 848.2 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 96HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.70 hrs HW=389.28' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.82 cfs @ 12.70 hrs HW=389.28' (Free Discharge) 1=Outlet Pipe (Passes 0.82 cfs of 10.50 cfs potential flow) 2=Low Orifice (Orifice Controls 0.42 cfs @ 4.85 fps) 3=Middle Orifice (Orifice Controls 0.40 cfs @ 1.70 fps) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=74,552 sf Peak Elev=389.28' Storage=3,789 cf 2.28 cfs 0.89 cfs 0.06 cfs 0.82 cfs 0.00 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 97HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 98HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 1.46" for 2-Year event Inflow = 11.75 cfs @ 12.30 hrs, Volume= 55,904 cf Outflow = 11.75 cfs @ 12.30 hrs, Volume= 55,904 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.07 cfs @ 12.30 hrs, Volume= 5,931 cf Primary = 11.68 cfs @ 12.30 hrs, Volume= 49,973 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.27' @ 12.30 hrs Surf.Area= 2,871 sf Storage= 4,333 cf Plug-Flow detention time= 76.2 min calculated for 55,896 cf (100% of inflow) Center-of-Mass det. time= 76.4 min ( 935.3 - 858.9 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.30 hrs HW=356.27' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=14.37 cfs @ 12.30 hrs HW=356.27' (Free Discharge) 1=Outlet Pipe (Passes 14.37 cfs of 48.47 cfs potential flow) 2=Orifice (Orifice Controls 4.73 cfs @ 2.36 fps) 3=Grate (Orifice Controls 9.64 cfs @ 0.60 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 99HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=459,645 sf Peak Elev=356.27' Storage=4,333 cf 11.75 cfs 11.75 cfs 0.07 cfs 11.68 cfs 0.00 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 100HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 101HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 0.30 cfs @ 12.15 hrs, Volume= 1,114 cf Primary = 0.30 cfs @ 12.15 hrs, Volume= 1,114 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=11,088 sf 0.30 cfs 0.30 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 102HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 0.72" for 2-Year event Inflow = 1.41 cfs @ 13.93 hrs, Volume= 30,116 cf Primary = 1.41 cfs @ 13.93 hrs, Volume= 30,116 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=499,950 sf 1.41 cfs 1.41 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 103HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 4.36 cfs @ 12.36 hrs, Volume= 27,212 cf Primary = 4.36 cfs @ 12.36 hrs, Volume= 27,212 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=299,931 sf 4.36 cfs 4.36 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 104HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 1.15" for 2-Year event Inflow = 0.26 cfs @ 12.15 hrs, Volume= 971 cf Primary = 0.26 cfs @ 12.15 hrs, Volume= 971 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=10,171 sf 0.26 cfs 0.26 cfs Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 105HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 0.87" for 2-Year event Inflow = 4.75 cfs @ 12.35 hrs, Volume= 59,413 cf Primary = 4.75 cfs @ 12.35 hrs, Volume= 59,413 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=821,140 sf 4.75 cfs 4.75 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 106HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=2.46"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=0.64 cfs 2,273 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=2.81"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=23.07 cfs 107,781 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=2.55"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=1.42 cfs 5,064 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=2.46"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=0.72 cfs 2,577 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=2.37"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.21 cfs 767 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=3.09"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=4.24 cfs 19,207 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=2.29"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=9.06 cfs 43,023 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=2.37"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=0.56 cfs 2,013 cf Avg. Flow Depth=0.51' Max Vel=3.22 fps Inflow=9.06 cfs 43,023 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=8.98 cfs 43,023 cf Peak Elev=346.70' Storage=28,434 cf Inflow=23.93 cfs 106,530 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.24 cfs 21,507 cf Primary=22.42 cfs 85,023 cf Secondary=0.00 cfs 0 cf Outflow=22.66 cfs 106,530 cf Peak Elev=340.47' Storage=11,185 cf Inflow=22.81 cfs 87,601 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.12 cfs 5,828 cf Primary=12.91 cfs 81,773 cf Secondary=0.00 cfs 0 cf Outflow=13.03 cfs 87,601 cf Peak Elev=390.13' Storage=6,331 cf Inflow=4.24 cfs 19,207 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.08 cfs 4,089 cf Primary=1.88 cfs 15,118 cf Secondary=0.00 cfs 0 cf Outflow=1.96 cfs 19,207 cf Peak Elev=356.30' Storage=4,445 cf Inflow=23.07 cfs 107,781 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.07 cfs 6,315 cf Primary=23.00 cfs 101,467 cf Secondary=0.00 cfs 0 cf Outflow=23.07 cfs 107,781 cf Inflow=0.64 cfs 2,273 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.64 cfs 2,273 cf Inflow=12.96 cfs 82,540 cfLink AL2: Analysis Line #2 (Wetlands) Primary=12.96 cfs 82,540 cf Inflow=10.53 cfs 58,141 cfLink AL3: Analysis Line #3 (Northern PL) Primary=10.53 cfs 58,141 cf Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 107HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.56 cfs 2,013 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.56 cfs 2,013 cf Inflow=21.60 cfs 144,967 cfLink ALL: ALL Primary=21.60 cfs 144,967 cf Total Runoff Area = 821,140 sf Runoff Volume = 182,706 cf Average Runoff Depth = 2.67" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 108HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.64 cfs @ 12.14 hrs, Volume= 2,273 cf, Depth= 2.46" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 10-Year Rainfall=5.12" Runoff Area=11,088 sf Runoff Volume=2,273 cf Runoff Depth=2.46" Tc=10.0 min CN=74 0.64 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 109HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 23.07 cfs @ 12.28 hrs, Volume= 107,781 cf, Depth= 2.81" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 110HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 10-Year Rainfall=5.12" Runoff Area=10.552 ac Runoff Volume=107,781 cf Runoff Depth=2.81" Flow Length=697' Tc=20.8 min CN=78 23.07 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 111HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 1.42 cfs @ 12.14 hrs, Volume= 5,064 cf, Depth= 2.55" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 10-Year Rainfall=5.12" Runoff Area=23,857 sf Runoff Volume=5,064 cf Runoff Depth=2.55" Tc=10.0 min CN=75 1.42 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 112HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.72 cfs @ 12.14 hrs, Volume= 2,577 cf, Depth= 2.46" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 10-Year Rainfall=5.12" Runoff Area=12,571 sf Runoff Volume=2,577 cf Runoff Depth=2.46" Tc=10.0 min CN=74 0.72 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 113HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.21 cfs @ 12.14 hrs, Volume= 767 cf, Depth= 2.37" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 10-Year Rainfall=5.12" Runoff Area=3,877 sf Runoff Volume=767 cf Runoff Depth=2.37" Tc=10.0 min CN=73 0.21 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 114HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 4.24 cfs @ 12.26 hrs, Volume= 19,207 cf, Depth= 3.09" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 115HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type III 24-hr 10-Year Rainfall=5.12" Runoff Area=74,552 sf Runoff Volume=19,207 cf Runoff Depth=3.09" Flow Length=325' Tc=19.3 min CN=81 4.24 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 116HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 9.06 cfs @ 12.31 hrs, Volume= 43,023 cf, Depth= 2.29" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 117HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-Year Rainfall=5.12" Runoff Area=225,379 sf Runoff Volume=43,023 cf Runoff Depth=2.29" Flow Length=165' Tc=21.1 min CN=72 9.06 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 118HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.56 cfs @ 12.15 hrs, Volume= 2,013 cf, Depth= 2.37" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 10-Year Rainfall=5.12" Runoff Area=10,171 sf Runoff Volume=2,013 cf Runoff Depth=2.37" Flow Length=246' Tc=10.3 min CN=73 0.56 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 119HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 9.06 cfs @ 12.31 hrs, Volume= 43,023 cf Outflow = 8.98 cfs @ 12.32 hrs, Volume= 43,023 cf, Atten= 1%, Lag= 1.2 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.22 fps, Min. Travel Time= 2.1 min Avg. Velocity = 1.05 fps, Avg. Travel Time= 6.3 min Peak Storage= 1,106 cf @ 12.32 hrs Average Depth at Peak Storage= 0.51' , Surface Width= 7.04' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 120HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=225,379 sf Avg. Flow Depth=0.51' Max Vel=3.22 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 9.06 cfs 8.98 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 121HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 122HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' [79] Warning: Submerged Pond WQB Primary device # 1 INLET by 1.70' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 2.64" for 10-Year event Inflow = 23.93 cfs @ 12.28 hrs, Volume= 106,530 cf Outflow = 22.66 cfs @ 12.36 hrs, Volume= 106,530 cf, Atten= 5%, Lag= 4.5 min Discarded = 0.24 cfs @ 12.36 hrs, Volume= 21,507 cf Primary = 22.42 cfs @ 12.36 hrs, Volume= 85,023 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.70' @ 12.36 hrs Surf.Area= 10,361 sf Storage= 28,434 cf Plug-Flow detention time= 221.3 min calculated for 106,515 cf (100% of inflow) Center-of-Mass det. time= 221.5 min ( 1,066.2 - 844.8 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 123HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.24 cfs @ 12.36 hrs HW=346.70' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=22.71 cfs @ 12.36 hrs HW=346.70' (Free Discharge) 1=Outlet Pipe (Passes 22.71 cfs of 39.16 cfs potential flow) 2=Low Orifice (Orifice Controls 0.96 cfs @ 7.05 fps) 3=Upper Orifice (Orifice Controls 3.92 cfs @ 2.16 fps) 4=Grate (Orifice Controls 17.82 cfs @ 1.11 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=483,502 sf Peak Elev=346.70' Storage=28,434 cf 23.93 cfs 22.66 cfs 0.24 cfs 22.42 cfs 0.00 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 124HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 125HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' [79] Warning: Submerged Pond BB-A Primary device # 1 INLET by 1.47' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 2.12" for 10-Year event Inflow = 22.81 cfs @ 12.36 hrs, Volume= 87,601 cf Outflow = 13.03 cfs @ 12.61 hrs, Volume= 87,601 cf, Atten= 43%, Lag= 15.2 min Discarded = 0.12 cfs @ 12.61 hrs, Volume= 5,828 cf Primary = 12.91 cfs @ 12.61 hrs, Volume= 81,773 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 340.47' @ 12.61 hrs Surf.Area= 5,214 sf Storage= 11,185 cf Plug-Flow detention time= 42.1 min calculated for 87,601 cf (100% of inflow) Center-of-Mass det. time= 42.1 min ( 976.6 - 934.5 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 126HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.12 cfs @ 12.61 hrs HW=340.47' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=12.91 cfs @ 12.61 hrs HW=340.47' (Free Discharge) 1=Outlet Pipe (Passes 12.91 cfs of 24.83 cfs potential flow) 2=Low Orifice (Orifice Controls 1.04 cfs @ 7.63 fps) 3=Middle Orifice (Orifice Controls 11.87 cfs @ 5.93 fps) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=496,073 sf Peak Elev=340.47' Storage=11,185 cf 22.81 cfs 13.03 cfs 0.12 cfs 12.91 cfs 0.00 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 127HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 128HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 3.09" for 10-Year event Inflow = 4.24 cfs @ 12.26 hrs, Volume= 19,207 cf Outflow = 1.96 cfs @ 12.63 hrs, Volume= 19,207 cf, Atten= 54%, Lag= 21.9 min Discarded = 0.08 cfs @ 12.63 hrs, Volume= 4,089 cf Primary = 1.88 cfs @ 12.63 hrs, Volume= 15,118 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 390.13' @ 12.63 hrs Surf.Area= 3,320 sf Storage= 6,331 cf Plug-Flow detention time= 109.4 min calculated for 19,204 cf (100% of inflow) Center-of-Mass det. time= 109.5 min ( 939.9 - 830.4 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 129HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.08 cfs @ 12.63 hrs HW=390.13' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=1.88 cfs @ 12.63 hrs HW=390.13' (Free Discharge) 1=Outlet Pipe (Passes 1.88 cfs of 11.82 cfs potential flow) 2=Low Orifice (Orifice Controls 0.57 cfs @ 6.56 fps) 3=Middle Orifice (Orifice Controls 1.31 cfs @ 4.71 fps) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=74,552 sf Peak Elev=390.13' Storage=6,331 cf 4.24 cfs 1.96 cfs 0.08 cfs 1.88 cfs 0.00 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 130HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 131HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 23.07 cfs @ 12.28 hrs, Volume= 107,781 cf Outflow = 23.07 cfs @ 12.29 hrs, Volume= 107,781 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 6,315 cf Primary = 23.00 cfs @ 12.29 hrs, Volume= 101,467 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.30' @ 12.29 hrs Surf.Area= 2,905 sf Storage= 4,445 cf Plug-Flow detention time= 43.5 min calculated for 107,781 cf (100% of inflow) Center-of-Mass det. time= 43.4 min ( 883.2 - 839.8 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=356.30' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=23.13 cfs @ 12.29 hrs HW=356.30' (Free Discharge) 1=Outlet Pipe (Passes 23.13 cfs of 48.56 cfs potential flow) 2=Orifice (Orifice Controls 5.14 cfs @ 2.57 fps) 3=Grate (Orifice Controls 17.99 cfs @ 1.12 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 132HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=459,645 sf Peak Elev=356.30' Storage=4,445 cf 23.07 cfs 23.07 cfs 0.07 cfs 23.00 cfs 0.00 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 133HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 134HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 2.46" for 10-Year event Inflow = 0.64 cfs @ 12.14 hrs, Volume= 2,273 cf Primary = 0.64 cfs @ 12.14 hrs, Volume= 2,273 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=11,088 sf 0.64 cfs 0.64 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 135HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 1.98" for 10-Year event Inflow = 12.96 cfs @ 12.61 hrs, Volume= 82,540 cf Primary = 12.96 cfs @ 12.61 hrs, Volume= 82,540 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=499,950 sf 12.96 cfs 12.96 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 136HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 2.33" for 10-Year event Inflow = 10.53 cfs @ 12.34 hrs, Volume= 58,141 cf Primary = 10.53 cfs @ 12.34 hrs, Volume= 58,141 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=299,931 sf 10.53 cfs 10.53 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 137HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 2.37" for 10-Year event Inflow = 0.56 cfs @ 12.15 hrs, Volume= 2,013 cf Primary = 0.56 cfs @ 12.15 hrs, Volume= 2,013 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=10,171 sf 0.56 cfs 0.56 cfs Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 138HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 2.12" for 10-Year event Inflow = 21.60 cfs @ 12.51 hrs, Volume= 144,967 cf Primary = 21.60 cfs @ 12.51 hrs, Volume= 144,967 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Inflow Area=821,140 sf 21.60 cfs 21.60 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 139HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=3.32"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=0.87 cfs 3,068 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=3.72"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=30.51 cfs 142,513 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=3.42"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=1.92 cfs 6,797 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=3.32"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=0.98 cfs 3,478 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=3.22"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.29 cfs 1,041 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=4.03"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=5.51 cfs 25,036 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=3.12"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=12.46 cfs 58,685 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=3.22"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=0.76 cfs 2,731 cf Avg. Flow Depth=0.60' Max Vel=3.54 fps Inflow=12.46 cfs 58,685 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=12.38 cfs 58,685 cf Peak Elev=346.76' Storage=29,033 cf Inflow=31.66 cfs 142,794 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.24 cfs 22,725 cf Primary=31.19 cfs 120,069 cf Secondary=0.00 cfs 0 cf Outflow=31.43 cfs 142,794 cf Peak Elev=341.57' Storage=17,534 cf Inflow=31.77 cfs 123,546 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.15 cfs 6,292 cf Primary=22.95 cfs 117,254 cf Secondary=0.00 cfs 0 cf Outflow=23.10 cfs 123,546 cf Peak Elev=390.67' Storage=8,259 cf Inflow=5.51 cfs 25,036 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.09 cfs 4,355 cf Primary=2.29 cfs 20,681 cf Secondary=0.00 cfs 0 cf Outflow=2.38 cfs 25,036 cf Peak Elev=356.35' Storage=4,591 cf Inflow=30.51 cfs 142,513 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.07 cfs 6,516 cf Primary=30.42 cfs 135,997 cf Secondary=0.00 cfs 0 cf Outflow=30.49 cfs 142,513 cf Inflow=0.87 cfs 3,068 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.87 cfs 3,068 cf Inflow=23.05 cfs 118,295 cfLink AL2: Analysis Line #2 (Wetlands) Primary=23.05 cfs 118,295 cf Inflow=14.32 cfs 79,366 cfLink AL3: Analysis Line #3 (Northern PL) Primary=14.32 cfs 79,366 cf Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 140HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.76 cfs 2,731 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.76 cfs 2,731 cf Inflow=35.98 cfs 203,459 cfLink ALL: ALL Primary=35.98 cfs 203,459 cf Total Runoff Area = 821,140 sf Runoff Volume = 243,347 cf Average Runoff Depth = 3.56" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 141HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.87 cfs @ 12.14 hrs, Volume= 3,068 cf, Depth= 3.32" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=11,088 sf Runoff Volume=3,068 cf Runoff Depth=3.32" Tc=10.0 min CN=74 0.87 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 142HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 30.51 cfs @ 12.28 hrs, Volume= 142,513 cf, Depth= 3.72" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 143HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=10.552 ac Runoff Volume=142,513 cf Runoff Depth=3.72" Flow Length=697' Tc=20.8 min CN=78 30.51 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 144HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 1.92 cfs @ 12.14 hrs, Volume= 6,797 cf, Depth= 3.42" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=23,857 sf Runoff Volume=6,797 cf Runoff Depth=3.42" Tc=10.0 min CN=75 1.92 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 145HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.98 cfs @ 12.14 hrs, Volume= 3,478 cf, Depth= 3.32" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=12,571 sf Runoff Volume=3,478 cf Runoff Depth=3.32" Tc=10.0 min CN=74 0.98 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 146HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.29 cfs @ 12.14 hrs, Volume= 1,041 cf, Depth= 3.22" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 25-Year Rainfall=6.16" Runoff Area=3,877 sf Runoff Volume=1,041 cf Runoff Depth=3.22" Tc=10.0 min CN=73 0.29 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 147HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 5.51 cfs @ 12.26 hrs, Volume= 25,036 cf, Depth= 4.03" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 148HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=74,552 sf Runoff Volume=25,036 cf Runoff Depth=4.03" Flow Length=325' Tc=19.3 min CN=81 5.51 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 149HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 12.46 cfs @ 12.30 hrs, Volume= 58,685 cf, Depth= 3.12" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 150HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-Year Rainfall=6.16" Runoff Area=225,379 sf Runoff Volume=58,685 cf Runoff Depth=3.12" Flow Length=165' Tc=21.1 min CN=72 12.46 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 151HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.76 cfs @ 12.14 hrs, Volume= 2,731 cf, Depth= 3.22" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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 III 24-hr 25-Year Rainfall=6.16" Runoff Area=10,171 sf Runoff Volume=2,731 cf Runoff Depth=3.22" Flow Length=246' Tc=10.3 min CN=73 0.76 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 152HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 3.12" for 25-Year event Inflow = 12.46 cfs @ 12.30 hrs, Volume= 58,685 cf Outflow = 12.38 cfs @ 12.32 hrs, Volume= 58,685 cf, Atten= 1%, Lag= 1.2 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.54 fps, Min. Travel Time= 1.9 min Avg. Velocity = 1.14 fps, Avg. Travel Time= 5.8 min Peak Storage= 1,386 cf @ 12.32 hrs Average Depth at Peak Storage= 0.60' , Surface Width= 7.61' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 153HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=225,379 sf Avg. Flow Depth=0.60' Max Vel=3.54 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 12.46 cfs 12.38 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 154HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 155HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' [79] Warning: Submerged Pond WQB Primary device # 1 INLET by 1.76' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 3.54" for 25-Year event Inflow = 31.66 cfs @ 12.28 hrs, Volume= 142,794 cf Outflow = 31.43 cfs @ 12.31 hrs, Volume= 142,794 cf, Atten= 1%, Lag= 1.6 min Discarded = 0.24 cfs @ 12.31 hrs, Volume= 22,725 cf Primary = 31.19 cfs @ 12.31 hrs, Volume= 120,069 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.76' @ 12.31 hrs Surf.Area= 10,450 sf Storage= 29,033 cf Plug-Flow detention time= 180.3 min calculated for 142,774 cf (100% of inflow) Center-of-Mass det. time= 180.4 min ( 1,017.3 - 836.9 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 156HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.24 cfs @ 12.31 hrs HW=346.76' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=31.34 cfs @ 12.31 hrs HW=346.76' (Free Discharge) 1=Outlet Pipe (Passes 31.34 cfs of 39.33 cfs potential flow) 2=Low Orifice (Orifice Controls 0.97 cfs @ 7.15 fps) 3=Upper Orifice (Orifice Controls 4.68 cfs @ 2.34 fps) 4=Grate (Orifice Controls 25.69 cfs @ 1.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=483,502 sf Peak Elev=346.76' Storage=29,033 cf 31.66 cfs 31.43 cfs 0.24 cfs 31.19 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 157HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 158HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' [79] Warning: Submerged Pond BB-A Primary device # 1 INLET by 2.57' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 2.99" for 25-Year event Inflow = 31.77 cfs @ 12.31 hrs, Volume= 123,546 cf Outflow = 23.10 cfs @ 12.50 hrs, Volume= 123,546 cf, Atten= 27%, Lag= 11.8 min Discarded = 0.15 cfs @ 12.50 hrs, Volume= 6,292 cf Primary = 22.95 cfs @ 12.50 hrs, Volume= 117,254 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 341.57' @ 12.50 hrs Surf.Area= 6,378 sf Storage= 17,534 cf Plug-Flow detention time= 34.6 min calculated for 123,529 cf (100% of inflow) Center-of-Mass det. time= 34.6 min ( 943.5 - 908.9 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 159HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.15 cfs @ 12.50 hrs HW=341.57' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=22.95 cfs @ 12.50 hrs HW=341.57' (Free Discharge) 1=Outlet Pipe (Passes 22.95 cfs of 27.63 cfs potential flow) 2=Low Orifice (Orifice Controls 1.25 cfs @ 9.15 fps) 3=Middle Orifice (Orifice Controls 15.58 cfs @ 7.79 fps) 4=Upper Orifice (Orifice Controls 6.13 cfs @ 3.06 fps) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=337.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=496,073 sf Peak Elev=341.57' Storage=17,534 cf 31.77 cfs 23.10 cfs 0.15 cfs 22.95 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 160HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 161HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 4.03" for 25-Year event Inflow = 5.51 cfs @ 12.26 hrs, Volume= 25,036 cf Outflow = 2.38 cfs @ 12.64 hrs, Volume= 25,036 cf, Atten= 57%, Lag= 23.2 min Discarded = 0.09 cfs @ 12.64 hrs, Volume= 4,355 cf Primary = 2.29 cfs @ 12.64 hrs, Volume= 20,681 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 390.67' @ 12.64 hrs Surf.Area= 3,731 sf Storage= 8,259 cf Plug-Flow detention time= 98.5 min calculated for 25,033 cf (100% of inflow) Center-of-Mass det. time= 98.5 min ( 921.4 - 822.8 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 162HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.64 hrs HW=390.67' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=2.29 cfs @ 12.64 hrs HW=390.67' (Free Discharge) 1=Outlet Pipe (Passes 2.29 cfs of 12.60 cfs potential flow) 2=Low Orifice (Orifice Controls 0.65 cfs @ 7.47 fps) 3=Middle Orifice (Orifice Controls 1.64 cfs @ 5.91 fps) 4=Upper Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=74,552 sf Peak Elev=390.67' Storage=8,259 cf 5.51 cfs 2.38 cfs 0.09 cfs 2.29 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 163HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 164HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 3.72" for 25-Year event Inflow = 30.51 cfs @ 12.28 hrs, Volume= 142,513 cf Outflow = 30.49 cfs @ 12.29 hrs, Volume= 142,513 cf, Atten= 0%, Lag= 0.5 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 6,516 cf Primary = 30.42 cfs @ 12.29 hrs, Volume= 135,997 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.35' @ 12.29 hrs Surf.Area= 2,949 sf Storage= 4,591 cf Plug-Flow detention time= 34.2 min calculated for 142,493 cf (100% of inflow) Center-of-Mass det. time= 34.4 min ( 866.2 - 831.8 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=356.35' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=30.48 cfs @ 12.29 hrs HW=356.35' (Free Discharge) 1=Outlet Pipe (Passes 30.48 cfs of 48.67 cfs potential flow) 2=Orifice (Orifice Controls 5.60 cfs @ 2.80 fps) 3=Grate (Orifice Controls 24.89 cfs @ 1.56 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 165HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=459,645 sf Peak Elev=356.35' Storage=4,591 cf 30.51 cfs 30.49 cfs 0.07 cfs 30.42 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 166HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 167HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 3.32" for 25-Year event Inflow = 0.87 cfs @ 12.14 hrs, Volume= 3,068 cf Primary = 0.87 cfs @ 12.14 hrs, Volume= 3,068 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=11,088 sf 0.87 cfs 0.87 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 168HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 2.84" for 25-Year event Inflow = 23.05 cfs @ 12.50 hrs, Volume= 118,295 cf Primary = 23.05 cfs @ 12.50 hrs, Volume= 118,295 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=499,950 sf 23.05 cfs 23.05 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 169HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 3.18" for 25-Year event Inflow = 14.32 cfs @ 12.33 hrs, Volume= 79,366 cf Primary = 14.32 cfs @ 12.33 hrs, Volume= 79,366 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=299,931 sf 14.32 cfs 14.32 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 170HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 3.22" for 25-Year event Inflow = 0.76 cfs @ 12.14 hrs, Volume= 2,731 cf Primary = 0.76 cfs @ 12.14 hrs, Volume= 2,731 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 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=10,171 sf 0.76 cfs 0.76 cfs Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 171HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 2.97" for 25-Year event Inflow = 35.98 cfs @ 12.45 hrs, Volume= 203,459 cf Primary = 35.98 cfs @ 12.45 hrs, Volume= 203,459 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=821,140 sf 35.98 cfs 35.98 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 172HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 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=11,088 sf 1.43% Impervious Runoff Depth=4.71"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=74 Runoff=1.23 cfs 4,354 cf Runoff Area=10.552 ac 18.69% Impervious Runoff Depth=5.17"Subcatchment SA2A: Drainage Subarea Flow Length=697' Tc=20.8 min CN=78 Runoff=42.19 cfs 198,016 cf Runoff Area=23,857 sf 3.29% Impervious Runoff Depth=4.83"Subcatchment SA2B: Drainage Subarea Tc=10.0 min CN=75 Runoff=2.70 cfs 9,594 cf Runoff Area=12,571 sf 0.00% Impervious Runoff Depth=4.71"Subcatchment SA2C: Drainage Subarea Tc=10.0 min CN=74 Runoff=1.39 cfs 4,936 cf Runoff Area=3,877 sf 0.00% Impervious Runoff Depth=4.60"Subcatchment SA2D: Drainage Subarea #2D Tc=10.0 min CN=73 Runoff=0.42 cfs 1,485 cf Runoff Area=74,552 sf 29.32% Impervious Runoff Depth=5.52"Subcatchment SA3A: Drainage Subarea Flow Length=325' Tc=19.3 min CN=81 Runoff=7.48 cfs 34,270 cf Runoff Area=225,379 sf 8.88% Impervious Runoff Depth=4.48"Subcatchment SA3B: Drainage Subarea Flow Length=165' Tc=21.1 min CN=72 Runoff=17.93 cfs 84,226 cf Runoff Area=10,171 sf 0.00% Impervious Runoff Depth=4.60"Subcatchment SA4: Drainage Subarea #4 Flow Length=246' Tc=10.3 min CN=73 Runoff=1.09 cfs 3,897 cf Avg. Flow Depth=0.73' Max Vel=3.94 fps Inflow=17.93 cfs 84,226 cfReach SW: Diversion Swale n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs Outflow=17.85 cfs 84,226 cf Peak Elev=346.97' Storage=31,251 cf Inflow=43.76 cfs 200,830 cfPond BB-A: Bioretention Basin A 'BB-A' Discarded=0.25 cfs 24,283 cf Primary=39.94 cfs 176,547 cf Secondary=0.00 cfs 0 cf Outflow=40.19 cfs 200,830 cf Peak Elev=343.00' Storage=27,824 cf Inflow=40.65 cfs 181,483 cfPond BB-B: Bioretention Basin B 'BB-B' Discarded=0.19 cfs 6,926 cf Primary=30.92 cfs 174,557 cf Secondary=0.01 cfs 0 cf Outflow=31.11 cfs 181,483 cf Peak Elev=391.14' Storage=10,091 cf Inflow=7.48 cfs 34,270 cfPond BB-C: Bioretention Basin C 'BB-C' Discarded=0.09 cfs 4,688 cf Primary=4.47 cfs 29,582 cf Secondary=0.00 cfs 0 cf Outflow=4.56 cfs 34,270 cf Peak Elev=356.46' Storage=4,918 cf Inflow=42.19 cfs 198,016 cfPond WQB: Water Quality Basin 'WQB' Discarded=0.07 cfs 6,779 cf Primary=42.05 cfs 191,237 cf Secondary=0.00 cfs 0 cf Outflow=42.12 cfs 198,016 cf Inflow=1.23 cfs 4,354 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=1.23 cfs 4,354 cf Inflow=31.05 cfs 176,043 cfLink AL2: Analysis Line #2 (Wetlands) Primary=31.05 cfs 176,043 cf Inflow=20.69 cfs 113,808 cfLink AL3: Analysis Line #3 (Northern PL) Primary=20.69 cfs 113,808 cf Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 173HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=1.09 cfs 3,897 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=1.09 cfs 3,897 cf Inflow=51.60 cfs 298,101 cfLink ALL: ALL Primary=51.60 cfs 298,101 cf Total Runoff Area = 821,140 sf Runoff Volume = 340,777 cf Average Runoff Depth = 4.98" 84.32% Pervious = 692,426 sf 15.68% Impervious = 128,714 sf Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 174HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 1.23 cfs @ 12.14 hrs, Volume= 4,354 cf, Depth= 4.71" Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 159 98 Bldgs./Impervious * 10,517 74 Lawn, Good, HSG C * 412 70 Woods, Good, HSG C 11,088 74 Weighted Average 10,929 74 98.57% Pervious Area 159 98 1.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=11,088 sf Runoff Volume=4,354 cf Runoff Depth=4.71" Tc=10.0 min CN=74 1.23 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 175HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 42.19 cfs @ 12.28 hrs, Volume= 198,016 cf, Depth= 5.17" Routed to Pond WQB : Water Quality Basin 'WQB' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (ac) CN Description * 1.972 98 Bldgs./Impervious * 0.064 92 Compact Gravel (est.), HSG C * 0.077 86 Open Deck (est.), HSG C * 5.552 74 Lawn, Good, HSG C * 2.887 70 Woods, Good, HSG C 10.552 78 Weighted Average 8.580 73 81.31% Pervious Area 1.972 98 18.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 59 0.0590 0.17 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 13.1 91 0.1180 0.12 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 1.8 547 0.0990 5.07 Shallow Concentrated Flow, SCF2A, Unpaved Unpaved Kv= 16.1 fps 20.8 697 Total SF2A, LawnSF2B, Woods SCF2A, UnpavedSubcatchment SA2A: Drainage Subarea #2A 'SA2A' Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 176HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=10.552 ac Runoff Volume=198,016 cf Runoff Depth=5.17" Flow Length=697' Tc=20.8 min CN=78 42.19 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 177HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 2.70 cfs @ 12.14 hrs, Volume= 9,594 cf, Depth= 4.83" Routed to Pond BB-A : Bioretention Basin A 'BB-A' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 784 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 22,922 74 Lawn, Good, HSG C 23,857 75 Weighted Average 23,073 74 96.71% Pervious Area 784 98 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=23,857 sf Runoff Volume=9,594 cf Runoff Depth=4.83" Tc=10.0 min CN=75 2.70 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 178HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 1.39 cfs @ 12.14 hrs, Volume= 4,936 cf, Depth= 4.71" Routed to Pond BB-B : Bioretention Basin B 'BB-B' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 12,571 74 Lawn, Good, HSG C 12,571 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 5.0 0 Total, Increased to minimum Tc = 10.0 min Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=12,571 sf Runoff Volume=4,936 cf Runoff Depth=4.71" Tc=10.0 min CN=74 1.39 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 179HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.42 cfs @ 12.14 hrs, Volume= 1,485 cf, Depth= 4.60" Routed to Link AL2 : Analysis Line #2 (Wetlands) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 2,138 74 Lawn, Good, HSG C * 1,349 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 3,877 73 Weighted Average 3,877 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=3,877 sf Runoff Volume=1,485 cf Runoff Depth=4.60" Tc=10.0 min CN=73 0.42 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 180HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 7.48 cfs @ 12.25 hrs, Volume= 34,270 cf, Depth= 5.52" Routed to Pond BB-C : Bioretention Basin C 'BB-C' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 21,859 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 48,227 74 Lawn, Good, HSG C * 4,012 70 Woods, Good, HSG C 74,552 81 Weighted Average 52,693 74 70.68% Pervious Area 21,859 98 29.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 89 0.0810 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.5 61 0.2260 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.4 105 0.0860 4.72 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.5 70 0.0140 2.40 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.3 325 Total SF3A, Woods SF3B, Lawn SCF3A, Unpaved SCF3B, PavedSubcatchment SA3A: Drainage Subarea #3A 'SA3' Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 181HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=74,552 sf Runoff Volume=34,270 cf Runoff Depth=5.52" Flow Length=325' Tc=19.3 min CN=81 7.48 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 182HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 17.93 cfs @ 12.29 hrs, Volume= 84,226 cf, Depth= 4.48" Routed to Reach SW : Diversion Swale Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 20,012 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 372 61 Lawn, Good, HSG B * 109,208 74 Lawn, Good, HSG C * 32,752 55 Woods, Good, HSG B * 61,228 70 Woods, Good, HSG C 225,379 72 Weighted Average 205,367 70 91.12% Pervious Area 20,012 98 8.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 19 0.0790 0.15 Sheet Flow, SF3A, Lawn n= 0.240 P2= 3.43" 18.9 131 0.0980 0.12 Sheet Flow, SF3B, Woods n= 0.600 P2= 3.43" 0.1 15 0.0600 3.94 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 21.1 165 Total SF3A, Lawn SF3B, Woods SCF3A, UnpavedSubcatchment SA3B: Drainage Subarea #3B 'SA3B' Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 183HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=225,379 sf Runoff Volume=84,226 cf Runoff Depth=4.48" Flow Length=165' Tc=21.1 min CN=72 17.93 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 184HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 1.09 cfs @ 12.14 hrs, Volume= 3,897 cf, Depth= 4.60" Routed to Link AL4 : Analysis Line #4 (Northeastern PL) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.76" Area (sf) CN Description * 7,957 74 Lawn, Good, HSG C * 2,214 70 Woods, Good, HSG C 10,171 73 Weighted Average 10,171 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.1010 0.25 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 96 0.1280 5.76 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.3 246 Total SF4A, Lawn SCF4A, WoodsSubcatchment SA4: Drainage Subarea #4 'SA4' Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type III 24-hr 100-Year Rainfall=7.76" Runoff Area=10,171 sf Runoff Volume=3,897 cf Runoff Depth=4.60" Flow Length=246' Tc=10.3 min CN=73 1.09 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 185HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Reach SW: Diversion Swale Inflow Area = 225,379 sf, 8.88% Impervious, Inflow Depth = 4.48" for 100-Year event Inflow = 17.93 cfs @ 12.29 hrs, Volume= 84,226 cf Outflow = 17.85 cfs @ 12.31 hrs, Volume= 84,226 cf, Atten= 0%, Lag= 1.2 min Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 3.94 fps, Min. Travel Time= 1.7 min Avg. Velocity = 1.26 fps, Avg. Travel Time= 5.2 min Peak Storage= 1,795 cf @ 12.31 hrs Average Depth at Peak Storage= 0.73' , Surface Width= 8.39' Bank-Full Depth= 1.00' Flow Area= 7.0 sf, Capacity= 32.66 cfs 4.00' x 1.00' deep channel, n= 0.069 Riprap, 6-inch Side Slope Z-value= 3.0 '/' Top Width= 10.00' Length= 396.0' Slope= 0.0788 '/' Inlet Invert= 419.20', Outlet Invert= 388.00' ‡ Reach SW: Diversion Swale Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 186HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=225,379 sf Avg. Flow Depth=0.73' Max Vel=3.94 fps n=0.069 L=396.0' S=0.0788 '/' Capacity=32.66 cfs 17.93 cfs 17.85 cfs Reach SW: Diversion Swale Primary Stage-Discharge Discharge (cfs) 32302826242220181614121086420 De p t h ( f e e t ) 1 0 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 187HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Reach SW: Diversion Swale Storage Stage-Storage Storage (cubic-feet) 2,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 De p t h ( f e e t ) 1 0 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 188HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-A: Bioretention Basin A 'BB-A' [79] Warning: Submerged Pond WQB Primary device # 1 INLET by 1.97' Inflow Area = 483,502 sf, 17.93% Impervious, Inflow Depth = 4.98" for 100-Year event Inflow = 43.76 cfs @ 12.28 hrs, Volume= 200,830 cf Outflow = 40.19 cfs @ 12.37 hrs, Volume= 200,830 cf, Atten= 8%, Lag= 5.4 min Discarded = 0.25 cfs @ 12.37 hrs, Volume= 24,283 cf Primary = 39.94 cfs @ 12.37 hrs, Volume= 176,547 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-B : Bioretention Basin B 'BB-B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.97' @ 12.37 hrs Surf.Area= 10,776 sf Storage= 31,251 cf Plug-Flow detention time= 143.0 min calculated for 200,830 cf (100% of inflow) Center-of-Mass det. time= 143.0 min ( 970.4 - 827.4 ) Volume Invert Avail.Storage Storage Description #1 343.00' 37,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 343.00 5,164 425.1 0 0 5,164 344.00 6,467 444.0 5,803 5,803 6,541 345.00 7,852 466.6 7,148 12,952 8,241 346.00 9,304 489.1 8,568 21,519 10,018 347.00 10,823 511.6 10,054 31,573 11,878 347.50 11,607 522.8 5,606 37,180 12,836 Device Routing Invert Outlet Devices #1 Primary 339.00'24.0" Round Outlet Pipe L= 38.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 339.00' / 338.00' S= 0.0263 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 344.35'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.25'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 346.65'48.0" x 48.0" Horiz. Grate C= 0.600 #5 Secondary 347.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #6 Discarded 343.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 189HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.25 cfs @ 12.37 hrs HW=346.97' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=39.94 cfs @ 12.37 hrs HW=346.97' (Free Discharge) 1=Outlet Pipe (Inlet Controls 39.94 cfs @ 12.71 fps) 2=Low Orifice (Passes < 1.02 cfs potential flow) 3=Upper Orifice (Passes < 6.52 cfs potential flow) 4=Grate (Passes < 43.57 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-A: Bioretention Basin A 'BB-A' Pond BB-A: Bioretention Basin A 'BB-A' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 45 40 35 30 25 20 15 10 5 0 Inflow Area=483,502 sf Peak Elev=346.97' Storage=31,251 cf 43.76 cfs 40.19 cfs 0.25 cfs 39.94 cfs 0.00 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 190HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-A: Bioretention Basin A 'BB-A' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 5550454035302520151050 El e v a t i o n ( f e e t ) 347 346 345 344 343 Exfiltration Low Orifice Upper Orifice Grate Spillway Pond BB-A: Bioretention Basin A 'BB-A' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 347 346 345 344 343 Custom Stage Data Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 191HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-B: Bioretention Basin B 'BB-B' [79] Warning: Submerged Pond BB-A Primary device # 1 INLET by 4.00' Inflow Area = 496,073 sf, 17.47% Impervious, Inflow Depth = 4.39" for 100-Year event Inflow = 40.65 cfs @ 12.34 hrs, Volume= 181,483 cf Outflow = 31.11 cfs @ 12.53 hrs, Volume= 181,483 cf, Atten= 23%, Lag= 11.4 min Discarded = 0.19 cfs @ 12.53 hrs, Volume= 6,926 cf Primary = 30.92 cfs @ 12.53 hrs, Volume= 174,557 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Secondary = 0.01 cfs @ 12.53 hrs, Volume= 0 cf Routed to Link AL2 : Analysis Line #2 (Wetlands) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 343.00' @ 12.53 hrs Surf.Area= 8,006 sf Storage= 27,824 cf Plug-Flow detention time= 28.4 min calculated for 181,458 cf (100% of inflow) Center-of-Mass det. time= 28.4 min ( 913.6 - 885.2 ) Volume Invert Avail.Storage Storage Description #1 337.50' 36,426 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 337.50 2,408 287.3 0 0 2,408 339.00 3,765 315.6 4,592 4,592 3,839 340.00 4,739 334.4 4,243 8,835 4,864 341.00 5,771 353.3 5,247 14,081 5,954 342.00 6,859 372.1 6,307 20,388 7,099 343.00 8,004 391.0 7,424 27,813 8,308 344.00 9,237 411.1 8,613 36,426 9,652 Device Routing Invert Outlet Devices #1 Primary 335.00'21.0" Round Outlet Pipe L= 47.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 335.00' / 334.00' S= 0.0213 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.41 sf #2 Device 1 337.75'5.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 338.70'48.0" W x 6.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 340.90'48.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 341.60'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #6 Secondary 343.00'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 337.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 192HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.19 cfs @ 12.53 hrs HW=343.00' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=30.92 cfs @ 12.53 hrs HW=343.00' (Free Discharge) 1=Outlet Pipe (Inlet Controls 30.92 cfs @ 12.85 fps) 2=Low Orifice (Passes < 1.47 cfs potential flow) 3=Middle Orifice (Passes < 19.38 cfs potential flow) 4=Upper Orifice (Passes < 13.09 cfs potential flow) 5=Grate (Passes < 86.77 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 12.53 hrs HW=343.00' (Free Discharge) 6=Spillway (Weir Controls 0.00 cfs @ 0.09 fps) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-B: Bioretention Basin B 'BB-B' Pond BB-B: Bioretention Basin B 'BB-B' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 45 40 35 30 25 20 15 10 5 0 Inflow Area=496,073 sf Peak Elev=343.00' Storage=27,824 cf 40.65 cfs 31.11 cfs 0.19 cfs 30.92 cfs 0.01 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 193HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-B: Bioretention Basin B 'BB-B' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 706050403020100 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-B: Bioretention Basin B 'BB-B' Surface Storage Stage-Area-Storage Storage (cubic-feet) 35,00030,00025,00020,00015,00010,0005,0000 Surface/Horizontal/Wetted Area (sq-ft) 9,0008,5008,0007,5007,0006,5006,0005,5005,0004,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 344 343 342 341 340 339 338 Custom Stage Data Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 194HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond BB-C: Bioretention Basin C 'BB-C' Inflow Area = 74,552 sf, 29.32% Impervious, Inflow Depth = 5.52" for 100-Year event Inflow = 7.48 cfs @ 12.25 hrs, Volume= 34,270 cf Outflow = 4.56 cfs @ 12.51 hrs, Volume= 34,270 cf, Atten= 39%, Lag= 15.6 min Discarded = 0.09 cfs @ 12.51 hrs, Volume= 4,688 cf Primary = 4.47 cfs @ 12.51 hrs, Volume= 29,582 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL3 : Analysis Line #3 (Northern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 391.14' @ 12.51 hrs Surf.Area= 4,103 sf Storage= 10,091 cf Plug-Flow detention time= 85.3 min calculated for 34,265 cf (100% of inflow) Center-of-Mass det. time= 85.3 min ( 899.3 - 814.0 ) Volume Invert Avail.Storage Storage Description #1 387.50' 13,929 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 387.50 1,568 193.8 0 0 1,568 388.00 1,872 204.2 859 859 1,912 389.00 2,526 224.8 2,191 3,050 2,647 390.00 3,229 243.7 2,870 5,920 3,390 391.00 3,988 262.5 3,602 9,522 4,188 392.00 4,841 285.5 4,408 13,929 5,228 Device Routing Invert Outlet Devices #1 Primary 385.50'15.0" Round Outlet Pipe L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 385.50' / 385.00' S= 0.0156 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 388.10'4.0" Vert. Low Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 389.00'10.0" W x 4.0" H Vert. Middle Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.70'24.0" W x 6.0" H Vert. Upper Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 391.25'48.0" x 48.0" Horiz. Grate C= 0.600 #6 Secondary 391.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #7 Discarded 387.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 195HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.51 hrs HW=391.14' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=4.47 cfs @ 12.51 hrs HW=391.14' (Free Discharge) 1=Outlet Pipe (Passes 4.47 cfs of 13.23 cfs potential flow) 2=Low Orifice (Orifice Controls 0.71 cfs @ 8.16 fps) 3=Middle Orifice (Orifice Controls 1.88 cfs @ 6.76 fps) 4=Upper Orifice (Orifice Controls 1.88 cfs @ 2.13 fps) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.50' (Free Discharge) 6=Spillway ( Controls 0.00 cfs) Outlet Pipe Low Orifice Middle Orifice Upper Orifice Grate Spillway Exfiltration Pond BB-C: Bioretention Basin C 'BB-C' Pond BB-C: Bioretention Basin C 'BB-C' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=74,552 sf Peak Elev=391.14' Storage=10,091 cf 7.48 cfs 4.56 cfs 0.09 cfs 4.47 cfs 0.00 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 196HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond BB-C: Bioretention Basin C 'BB-C' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 2826242220181614121086420 El e v a t i o n ( f e e t ) 392 391 390 389 388 Exfiltration Low Orifice Middle Orifice Upper Orifice Grate Spillway Pond BB-C: Bioretention Basin C 'BB-C' Surface Storage Stage-Area-Storage Storage (cubic-feet) 12,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 4,5004,0003,5003,0002,5002,0001,5001,0005000 El e v a t i o n ( f e e t ) 392 391 390 389 388 Custom Stage Data Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 197HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond WQB: Water Quality Basin 'WQB' Inflow Area = 459,645 sf, 18.69% Impervious, Inflow Depth = 5.17" for 100-Year event Inflow = 42.19 cfs @ 12.28 hrs, Volume= 198,016 cf Outflow = 42.12 cfs @ 12.29 hrs, Volume= 198,016 cf, Atten= 0%, Lag= 0.7 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 6,779 cf Primary = 42.05 cfs @ 12.29 hrs, Volume= 191,237 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond BB-A : Bioretention Basin A 'BB-A' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.46' @ 12.29 hrs Surf.Area= 3,046 sf Storage= 4,918 cf Plug-Flow detention time= 26.1 min calculated for 197,988 cf (100% of inflow) Center-of-Mass det. time= 26.3 min ( 848.7 - 822.4 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,684 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 354.00 1,014 251.0 0 0 1,014 355.00 1,803 271.5 1,390 1,390 1,906 356.00 2,645 290.3 2,211 3,600 2,792 357.00 3,545 309.2 3,084 6,684 3,742 Device Routing Invert Outlet Devices #1 Primary 345.00'24.0" Round Outlet Pipe L= 50.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 345.00' / 343.50' S= 0.0300 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Device 1 355.75'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 356.25'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 356.50'15.0' long + 2.0 '/' SideZ x 5.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=356.46' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=42.05 cfs @ 12.29 hrs HW=356.46' (Free Discharge) 1=Outlet Pipe (Passes 42.05 cfs of 48.93 cfs potential flow) 2=Orifice (Orifice Controls 6.47 cfs @ 3.24 fps) 3=Grate (Orifice Controls 35.58 cfs @ 2.22 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Spillway ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 198HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Outlet Pipe Orifice Grate Spillway Exfiltration Pond WQB: Water Quality Basin 'WQB' Pond WQB: Water Quality Basin 'WQB' Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 45 40 35 30 25 20 15 10 5 0 Inflow Area=459,645 sf Peak Elev=356.46' Storage=4,918 cf 42.19 cfs 42.12 cfs 0.07 cfs 42.05 cfs 0.00 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 199HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Pond WQB: Water Quality Basin 'WQB' Total Discarded Primary Secondary Stage-Discharge Discharge (cfs) 605550454035302520151050 El e v a t i o n ( f e e t ) 357 356 355 354 Exfiltration Orifice Grate Spillway Pond WQB: Water Quality Basin 'WQB' Surface Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 3,4003,2003,0002,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000 El e v a t i o n ( f e e t ) 357 356 355 354 Custom Stage Data Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 200HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 11,088 sf, 1.43% Impervious, Inflow Depth = 4.71" for 100-Year event Inflow = 1.23 cfs @ 12.14 hrs, Volume= 4,354 cf Primary = 1.23 cfs @ 12.14 hrs, Volume= 4,354 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL1: Analysis Line #1 (Southeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=11,088 sf 1.23 cfs 1.23 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 201HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 499,950 sf, 17.34% Impervious, Inflow Depth = 4.23" for 100-Year event Inflow = 31.05 cfs @ 12.53 hrs, Volume= 176,043 cf Primary = 31.05 cfs @ 12.53 hrs, Volume= 176,043 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL2: Analysis Line #2 (Wetlands) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=499,950 sf 31.05 cfs 31.05 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 202HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 299,931 sf, 13.96% Impervious, Inflow Depth = 4.55" for 100-Year event Inflow = 20.69 cfs @ 12.35 hrs, Volume= 113,808 cf Primary = 20.69 cfs @ 12.35 hrs, Volume= 113,808 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL3: Analysis Line #3 (Northern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=299,931 sf 20.69 cfs 20.69 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 203HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 10,171 sf, 0.00% Impervious, Inflow Depth = 4.60" for 100-Year event Inflow = 1.09 cfs @ 12.14 hrs, Volume= 3,897 cf Primary = 1.09 cfs @ 12.14 hrs, Volume= 3,897 cf, Atten= 0%, Lag= 0.0 min Routed to Link ALL : ALL Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link AL4: Analysis Line #4 (Northeastern PL) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=10,171 sf 1.09 cfs 1.09 cfs Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc Page 204HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 821,140 sf, 15.68% Impervious, Inflow Depth = 4.36" for 100-Year event Inflow = 51.60 cfs @ 12.37 hrs, Volume= 298,101 cf Primary = 51.60 cfs @ 12.37 hrs, Volume= 298,101 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Link ALL: ALL Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=821,140 sf 51.60 cfs 51.60 cfs Table of Contents2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 6 Pipe Listing (all nodes) WQV Event 7 Node Listing 9 Subcat SA1: Drainage Subarea #1 'SA1' 10 Subcat SA2A: Drainage Subarea #2A 'SA2A' 12 Subcat SA2B: Drainage Subarea #2B 'SA2B' 13 Subcat SA2C: Drainage Subarea #2C 'SA2C' 14 Subcat SA2D: Drainage Subarea #2D 'SA2D' 15 Subcat SA3A: Drainage Subarea #3A 'SA3' 17 Subcat SA3B: Drainage Subarea #3B 'SA3B' 19 Subcat SA4: Drainage Subarea #4 'SA4' 20 Reach SW: Diversion Swale 23 Pond BB-A: Bioretention Basin A 'BB-A' 26 Pond BB-B: Bioretention Basin B 'BB-B' 29 Pond BB-C: Bioretention Basin C 'BB-C' 32 Pond WQB: Water Quality Basin 'WQB' 35 Link AL1: Analysis Line #1 (Southeastern PL) 36 Link AL2: Analysis Line #2 (Wetlands) 37 Link AL3: Analysis Line #3 (Northern PL) 38 Link AL4: Analysis Line #4 (Northeastern PL) 39 Link ALL: ALL 1-year Event 40 Node Listing 42 Subcat SA1: Drainage Subarea #1 'SA1' 43 Subcat SA2A: Drainage Subarea #2A 'SA2A' 45 Subcat SA2B: Drainage Subarea #2B 'SA2B' 46 Subcat SA2C: Drainage Subarea #2C 'SA2C' 47 Subcat SA2D: Drainage Subarea #2D 'SA2D' 48 Subcat SA3A: Drainage Subarea #3A 'SA3' 50 Subcat SA3B: Drainage Subarea #3B 'SA3B' 52 Subcat SA4: Drainage Subarea #4 'SA4' 53 Reach SW: Diversion Swale 56 Pond BB-A: Bioretention Basin A 'BB-A' 59 Pond BB-B: Bioretention Basin B 'BB-B' 62 Pond BB-C: Bioretention Basin C 'BB-C' 65 Pond WQB: Water Quality Basin 'WQB' 68 Link AL1: Analysis Line #1 (Southeastern PL) 69 Link AL2: Analysis Line #2 (Wetlands) Table of Contents2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC 70 Link AL3: Analysis Line #3 (Northern PL) 71 Link AL4: Analysis Line #4 (Northeastern PL) 72 Link ALL: ALL 2-Year Event 73 Node Listing 75 Subcat SA1: Drainage Subarea #1 'SA1' 76 Subcat SA2A: Drainage Subarea #2A 'SA2A' 78 Subcat SA2B: Drainage Subarea #2B 'SA2B' 79 Subcat SA2C: Drainage Subarea #2C 'SA2C' 80 Subcat SA2D: Drainage Subarea #2D 'SA2D' 81 Subcat SA3A: Drainage Subarea #3A 'SA3' 83 Subcat SA3B: Drainage Subarea #3B 'SA3B' 85 Subcat SA4: Drainage Subarea #4 'SA4' 86 Reach SW: Diversion Swale 89 Pond BB-A: Bioretention Basin A 'BB-A' 92 Pond BB-B: Bioretention Basin B 'BB-B' 95 Pond BB-C: Bioretention Basin C 'BB-C' 98 Pond WQB: Water Quality Basin 'WQB' 101 Link AL1: Analysis Line #1 (Southeastern PL) 102 Link AL2: Analysis Line #2 (Wetlands) 103 Link AL3: Analysis Line #3 (Northern PL) 104 Link AL4: Analysis Line #4 (Northeastern PL) 105 Link ALL: ALL 10-Year Event 106 Node Listing 108 Subcat SA1: Drainage Subarea #1 'SA1' 109 Subcat SA2A: Drainage Subarea #2A 'SA2A' 111 Subcat SA2B: Drainage Subarea #2B 'SA2B' 112 Subcat SA2C: Drainage Subarea #2C 'SA2C' 113 Subcat SA2D: Drainage Subarea #2D 'SA2D' 114 Subcat SA3A: Drainage Subarea #3A 'SA3' 116 Subcat SA3B: Drainage Subarea #3B 'SA3B' 118 Subcat SA4: Drainage Subarea #4 'SA4' 119 Reach SW: Diversion Swale 122 Pond BB-A: Bioretention Basin A 'BB-A' 125 Pond BB-B: Bioretention Basin B 'BB-B' 128 Pond BB-C: Bioretention Basin C 'BB-C' 131 Pond WQB: Water Quality Basin 'WQB' 134 Link AL1: Analysis Line #1 (Southeastern PL) 135 Link AL2: Analysis Line #2 (Wetlands) 136 Link AL3: Analysis Line #3 (Northern PL) 137 Link AL4: Analysis Line #4 (Northeastern PL) 138 Link ALL: ALL 25-Year Event 139 Node Listing Table of Contents2025-0197 - PROP WSHD - SUBM 11-13-25 REV1 Printed 11/13/2025Prepared by HH Engineering Assoc HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC 141 Subcat SA1: Drainage Subarea #1 'SA1' 142 Subcat SA2A: Drainage Subarea #2A 'SA2A' 144 Subcat SA2B: Drainage Subarea #2B 'SA2B' 145 Subcat SA2C: Drainage Subarea #2C 'SA2C' 146 Subcat SA2D: Drainage Subarea #2D 'SA2D' 147 Subcat SA3A: Drainage Subarea #3A 'SA3' 149 Subcat SA3B: Drainage Subarea #3B 'SA3B' 151 Subcat SA4: Drainage Subarea #4 'SA4' 152 Reach SW: Diversion Swale 155 Pond BB-A: Bioretention Basin A 'BB-A' 158 Pond BB-B: Bioretention Basin B 'BB-B' 161 Pond BB-C: Bioretention Basin C 'BB-C' 164 Pond WQB: Water Quality Basin 'WQB' 167 Link AL1: Analysis Line #1 (Southeastern PL) 168 Link AL2: Analysis Line #2 (Wetlands) 169 Link AL3: Analysis Line #3 (Northern PL) 170 Link AL4: Analysis Line #4 (Northeastern PL) 171 Link ALL: ALL 100-Year Event 172 Node Listing 174 Subcat SA1: Drainage Subarea #1 'SA1' 175 Subcat SA2A: Drainage Subarea #2A 'SA2A' 177 Subcat SA2B: Drainage Subarea #2B 'SA2B' 178 Subcat SA2C: Drainage Subarea #2C 'SA2C' 179 Subcat SA2D: Drainage Subarea #2D 'SA2D' 180 Subcat SA3A: Drainage Subarea #3A 'SA3' 182 Subcat SA3B: Drainage Subarea #3B 'SA3B' 184 Subcat SA4: Drainage Subarea #4 'SA4' 185 Reach SW: Diversion Swale 188 Pond BB-A: Bioretention Basin A 'BB-A' 191 Pond BB-B: Bioretention Basin B 'BB-B' 194 Pond BB-C: Bioretention Basin C 'BB-C' 197 Pond WQB: Water Quality Basin 'WQB' 200 Link AL1: Analysis Line #1 (Southeastern PL) 201 Link AL2: Analysis Line #2 (Wetlands) 202 Link AL3: Analysis Line #3 (Northern PL) 203 Link AL4: Analysis Line #4 (Northeastern PL) 204 Link ALL: ALL