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25IWC15 - Stormwater Management Report 7-10-2025
Stormwater Management Report Resubdivision Plans 24-Lot Residential Resubdivision 47 Sharp Hill Road Montville, CT 06382 July 10, 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 24-lot residential resubdivision 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 19.5 acres, more or less, with frontage on Sharp Hill Road to the south and the Carol Drive to the west (See Figure 1 – Site Location Map). With the exception of 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 24-lot residential resubdivision, consisting of 22 building lots, an open space lot on the northwest side of the parcel, and a lot for stormwater management. As part of the resubdivision, the roadway, associated roadway drainage and 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: Improves the quality of receiving groundwater, waterbodies, or watercourses. 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 . DR . 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 Greenőanvijlle AvenƞeSƞijƖe 201MƼƊƖijc, CT 06355 860-980-8008 ƶƶƶ.hh-enħijneerƊ.coő 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 : 7/ 1 0 / 2 0 2 5 2 : 0 6 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 24-LOT RESIDENTIAL RESUBDIVISION SITE LOCATION MAP 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 a deep sump catch basin and outlet hood. 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 changes and to design water quality enhancements. 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 3 – 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. 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 4 – Post-Development Drainage Area Map, and described as follows: Drainage Subarea #1 ‘SA1’: Approximately 0.39 acres consisting of 0.12 acres of buildings/impervious surfaces, 0.26 acres of lawn, and 0.004 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 10.74 acres consisting of 1.98 acres of buildings/impervious surfaces, 0.06 acres of gravel surfaces, 0.08 acres open decking, 5.77 acres of lawn, and 2.85 acres of woods that drains to Stormwater Management Area ‘2A’. 7 o SA2B: Approximately 0.56 acres consisting of 0.02 acres of buildings/impervious surfaces, 0.003 acres open decking, and 0.54 acres and receives the outflow from Stormwater Management Area ‘2A’. o SA2C: Approximately 0.32 acres of lawn and coinciding with the interior Stormwater Management Area ‘2C’ and receives the outflow from Stormwater Management Area ‘2B’. o SA2D: Approximately 0.15 acres consisting of 0.10 acres of lawn and 0.06 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, the drainage area SA3 was subdivided into 4 subareas. o SA3A: Approximately 1.36 acres consisting of 0.36 acres of buildings/impervious surfaces, 0.01 acres open decking, 0.91 acres of lawn, and 0.09 acres of woods that drains to Drainage Management Area ‘3A’. o SA3B: Approximately 5.11 acres consisting of 0.46 acres of buildings/impervious surfaces, 0.01 acres of compact gravel, 0.03 acres of open decking, 2.51 acres of lawn, and 2.11 acres of woods that drains to Drainage Analysis Line #3 and receives the outflow from Stormwater Management Area ‘3A’. Drainage Subarea #4 SA4: Approximately 0.17 acres consisting of 0.10 acres of lawn, and 0.07 acres of woods that drains to Drainage Analysis Line #4. Modeling results for the pre- and post-development drainage areas are provided in Figure 5 – Stormwater Runoff Summary, and the hydrologic and hydraulic modeling parameters are provided in the HydroCAD printouts (Technical Appendices ‘E’ and ‘F’). 5.3 Stormwater Management BMPs For the proposed improvements, the intent of the stormwater BMPs are to manage rooftop runoff adjacent to the source, collect and manage stormwater runoff generated from the new pavement and the buildings that could not be managed at the source, and reduce limits of disturbance by reducing the area of clearing/grading, Bioretention basins are proposed to provide water quality treatment and promote groundwater recharge through infiltration. The Stormwater Management Areas are described below: Stormwater Management Area ‘2A’: Bioretention Basin – 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 Bioretention Basin which will retain, attenuate, and infiltrate stormwater runoff and treat stormwater runoff through plant filtration and infiltration. The Bioretention Basin is designed to infiltrate the majority of the water quality event (1.3” storm event). 8 Stormwater Management Area ‘2B’: Bioretention Basin – The stormwater runoff generated from said drainage basin, the outflow from Stormwater Management Area ‘2A’ and the contributing rear portion of the building for proposed Building Lot 24 will be directed into the proposed Bioretention Basin. The Bioretention Basin is designed to infiltrate the water quality event (1.3” storm event). Stormwater Management Area ‘2C’: Bioretention Basin – The stormwater runoff generated from said drainage basin and outflow from Stormwater Management Area ‘2B’. Stormwater Management Area ‘3A’: Bioretention Basin – The stormwater runoff generated from proposed Building Lots 13 and 14 and the contributing area from one of the existing residential houses on Carol Drive will be directed into the proposed Bioretention Basin. The Raingarden is designed to infiltrate through the water quality event. The Bioretention Basin is designed to infiltrate the water quality event (1.3” storm event). 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 which utilize a consistent infiltration rate of 1.0 inch/hour. 5.4 Storm System Outlet Location At a minimum, Stormwater Management Areas ‘2A,’ ‘2B,’ 2C’, and ‘3A’ are designed to infiltrate through the water quality storm event. Beyond the design event, each stormwater management system will discharge runoff as described below: Stormwater Management Area ‘2A’: 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 Stormwater Management Basin ‘2B’. The overflow discharge is routed over the riprap spillway and to the aforementioned basin. Stormwater Management Area ‘2B’: 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 Stormwater Management Basin ‘2C’. The overflow discharge is routed over the riprap spillway and to the aforementioned basin. A riprap spillway is proposed to allow a controlled discharge beyond the water quality event. The overflow discharge routed over the riprap spillway is directed toward Analysis Line #1. 9 Stormwater Management Area ‘2C’: 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. Stormwater Management Area ‘3A’: 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 0.00 0 -0.09 -819 1-year (2.90) 1.48 6,652 0.50 1,250 -0.98 -5,402 2-year (3.45) 2.14 9,324 0.68 1,847 -1.46 -7,477 10-year (5.12) 4.37 18,482 1.25 3,830 -3.12 -14,652 25-year (6.16) 5.85 24,682 1.62 5,137 -4.23 -19,545 100-year (7.76) 8.18 34,653 2.18 7,211 -6.00 -27,442 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 40 -0.12 -2,211 1-year (2.90) 4.94 27,281 0.11 435 -4.83 -26,846 2-year (3.45) 7.56 39,628 1.66 15,021 -5.90 -24,607 10-year (5.12) 16.75 83,408 12.00 69,744 -4.75 -13,664 25-year (6.16) 23.05 113,771 22.39 107,201 -0.66 -6,570 100-year (7.76) 33.19 163,288 31.07 167,351 -2.12 +4,063 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 1,148 +0.02 +148 1-year (2.90) 2.80 15,901 2.69 16,761 -0.11 +860 2-year (3.45) 4.45 23,567 4.32 24,979 -0.13 +1,412 10-year (5.12) 10.40 51,258 10.33 53,944 -0.07 +2,686 25-year (6.16) 14.54 70.716 14.41 73,882 -0.13 +3,166 100-year (7.76) 21.22 102,692 21.18 106,255 -0.04 +3,563 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 0.00 38 No Change No Change 1-year (2.90) 0.12 506 0.11 464 -0.01 -42 2-year (3.45) 0.19 749 0.17 674 -0.02 -75 10-year (5.12) 0.44 1,630 0.39 1,418 -0.05 -212 25-year (6.16) 0.62 2,249 0.53 1,934 -0.09 -315 100-year (7.76) 0.91 3,265 0.77 2,776 -0.14 -489 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 1,226 -0.14 -2,876 1-year (2.83) 9.08 50,340 3.07 18,911 -6.01 -31,429 2-year (3.40) 13.95 73,269 4.90 42,521 -9.05 -30,748 10-year (5.08) 31.19 154,777 20.13 128,966 -11.06 -25,811 25-year (6.14) 43.07 211,418 35.19 188,154 -7.88 -23,264 100-year (7.76) 62.19 303,898 52.48 283,593 -9.71 -20,305 13 Figure 5A – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Stormwater Management Area #1 ‘SW1’ – Infiltration Trench Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 360.83 124 1-year (2.83) 361.09 161 2-year (3.40) 361.11 165 10-year (5.08) 361.16 173 25-year (6.14) 361.09 177 100-year (7.76) 361.23 183 Treatment Practice Elevations (FT.) Top of Infiltration Trench Elevation = 365.50 – 361.00 (Varies) Spillway Elevation = 361.00 Bottom of Infiltration Trench Elevation = 360.00 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below basin to be replaced with Biofiltration Soil Mix) 14 Figure 5B – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Stormwater Management Area #2A ‘SW2A’ – Bioretention Basin Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 355.79 2,850 1-year (2.83) 356.26 4,100 2-year (3.40) 356.26 4,120 10-year (5.08) 356.30 4,224 25-year (6.14) 356.35 4,358 100-year (7.76) 356.45 4,663 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 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) 15 Figure 5C – Stage Storage Summary Storm Frequency (rainfall depth (in.)) Stormwater Management Area #2B ‘SW2B’ – Bioretention Basin Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 343.52 138 1-year (2.83) 346.37 23,262 2-year (3.40) 346.57 25,343 10-year (5.08) 346.80 27,825 25-year (6.14) 346.85 28,370 100-year (7.76) 346.98 29,775 Treatment Practice Elevations (FT.) Top of Berm Elevation = 347.50 Spillway Elevation = 347.00 Bottom of Basin Elevation = 343.50 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 346.75 Orifice Invert Elevation = 346.25 Outlet Pipe Invert Elevation = 339.00 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.)) Stormwater Management Area #2C ‘SW1C’ – Bioretention Basin Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 338.00 11 1-year (2.83) 339.12 4,126 2-year (3.40) 339.40 5,363 10-year (5.08) 340.92 13,516 25-year (6.14) 341.76 19,105 100-year (7.76) 342.98 28,751 Treatment Practice Elevations (FT.) Top of Berm Elevation = 344.00 Spillway Elevation = 343.00 Bottom of Basin Elevation = 338.00 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 342.00 High Level Orifice Invert Elevation = 340.90 Low Level Orifice Invert Elevation = 339.15 Outlet Pipe Invert Elevation = 335.00 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.)) Stormwater Management Area #3A ‘SW3A’ – Bioretention Basin Water Surface Elevation (FT.) Storage Volume (CF) WQS (1.30) 388.35 326 1-year (2.83) 389.47 2,078 2-year (3.40) 389.79 2,748 10-year (5.08) 390.43 4,262 25-year (6.14) 390.74 5,082 100-year (7.76) 391.07 6,004 Treatment Practice Elevations (FT.) Top of Berm Elevation = 392.00 Spillway Elevation = 343.00 Bottom of Basin Elevation = 388.00 Outlet Control Structure Elevations (FT.) Top of Frame Elevation = 391.25 High Level Orifice Invert Elevation = 390.75 Mid Level Orifice Invert Elevation = 390.00 Low Level Orifice Invert Elevation = 389.00 Outlet Pipe Invert Elevation = 385.50 Design Exfiltration Rate = 1.0 inches/hour (Receiving soil below basin to be replaced with Biofiltration Soil Mix) 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 site property manager will be responsible for maintaining the stormwater management system and the goal of this section is to inform managers about system operations. 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 property owner 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. Bioretention Basin The Bioretention Basins shall be cleaned at the end of construction once the contributing areas are fully stabilized. Following construction, the Bioretention Basin/Raingarden 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. Infiltration Trench The infiltration trench shall be cleaned at the end of construction once the contributing areas are fully stabilized. 20 For the first 6 months after construction, the infiltration trench shall be inspected after major storms (1" or more of precipitation). After the first 6 months of operation, the infiltration trench shall be inspected annually, and an inspection report shall be completed and filed with management staff. A typical BMP inspection checklist is included in Technical Appendix ‘C.’ Typical maintenance shall include the following: Remove trash and organic debris (leaves). Remove sediment from the infiltration trench surface when the sediment accumulation exceeds 2" or when drawdown time exceeds 48 hours after the end of a storm event, indicating that the soil media is clogged. Weed, as necessary. Mow grass within proximity of the infiltration trench to a height of 4" to 6". Periodically remove grass clippings to prevent clogging of the surface of the infiltration trench. 7. CONCLUSION The new stormwater management improvements were designed in accordance with the 2024 CT DEEP SQM and Town of Lebanon Zoning regulations. BMPs were incorporated in the site design that treat stormwater runoff through the water quality event. Overall, the stormwater management system provides qualitative improvements for the site. Technical Appendices for Stormwater Management Report Resubdivision Plans 24-Lot Residential Resubdivision 47 Sharp Hill Road Montville, CT 06382 July 10, 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 7/10/2025 Water Quality Volume (WQV) 0.387 ac A = Area draining to the practice 0.122 ac AI = Impervious area draining to the practice 0.315 decimal I = Percent impervious area draining to the practice, in decimal form 0.333 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 0.168 ac-in WQV = 1.3" x RV x A 609 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12") Infiltration Trench 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 within the proposed infiltration trench along the east side of the roadway entrance Designer Notes: WQV CALCULATIONS - STORMWATER MANAGEMENT AREA 'SA1' - INFILTRATION TRENCH Project:47 Sharp Hill Road Calculated By Date Client:Mt Kineo Builders, LLC REG 7/10/2025 Water Quality Volume (WQV) 0.563 ac A = Area draining to the practice 0.018 ac AI = Impervious area draining to the practice 0.032 decimal I = Percent impervious area draining to the practice, in decimal form 0.079 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 0.058 ac-in WQV = 1.3" x RV x A 209 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12") Stormwater Management Area 'SA2A' 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 the second basin ('SW2B'). 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 7/10/2025 Water Quality Volume (WQV) 0.563 ac A = Area draining to the practice 0.018 ac AI = Impervious area draining to the practice 0.032 decimal I = Percent impervious area draining to the practice, in decimal form 0.079 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 0.058 ac-in WQV = 1.3" x RV x A 209 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 the second basin ('SW3A'). Project:47 Sharp Hill Road Calculated By Date Client:Mt Kineo Builders, LLC REG 7/10/2025 Water Quality Volume (WQV) 10.739 ac A = Area draining to the practice 1.980 ac AI = Impervious area draining to the practice 0.184 decimal I = Percent impervious area draining to the practice, in decimal form 0.216 unitless RV = Runoff coefficient = 0.05 + (0.9 x I) 3.014 ac-in WQV = 1.3" x RV x A 10,942 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 77% 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 first basin ('SW2A'). The remaining runoff is completely contained within the second basin ('SW2B'). Appendix D – Riprap Apron Calculations Outlet Protection Design Outlet EW-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)=3.47 cfs PIPE DIA=1.25 ft A. W1= 3(Sp ) = ft 4 ft B. La = 1.8 ( Q-5 ) + 10 = ft 9 ft (Sp) 1.5 C. W2 = 3(Sp ) + 0.7(La) = ft 11 ft V(25yr)=4.5 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 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' SW1 Infiltration Trench (SWM-A) SW2A Stormwater Basin #2A 'SW2A' SW2B Stormwater Basin #2B 'SW2B' SW2C Stormwater Basin #2C 'SW2C' SW3 Stormwater Basin #3A 'SW3A' 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 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 - PROP 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) 128,204 98 Bldgs./Impervious (SA1, SA2A, SA2B, SA3A, SA3B) 3,405 92 Compact Gravel (est.), HSG C (SA2A, SA3B) 478 61 Lawn, Good, HSG B (SA3B) 457,092 74 Lawn, Good, HSG C (SA1, SA2A, SA2B, SA2C, SA2D, SA3A, SA3B, SA4) 5,169 86 Open Deck (est.), HSG C (SA2A, SA2B, SA3A, SA3B) 32,649 55 Woods, Good, HSG B (SA3B) 192,252 70 Woods, Good, HSG C (SA1, SA2A, SA2D, SA3A, SA3B, SA4) 390 77 Woods, Good, HSG D (SA2D) 819,639 76 TOTAL AREA Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=16,871 sf 31.47% Impervious Runoff Depth=0.24"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=0.07 cfs 341 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=0.15"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=0.73 cfs 5,936 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=0.10"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=0.02 cfs 207 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=0.09"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=0.01 cfs 100 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=0.07"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.00 cfs 40 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=0.19"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=0.14 cfs 968 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=0.06"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=0.06 cfs 1,148 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=0.06"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.00 cfs 38 cf Peak Elev=360.83' Storage=124 cf Inflow=0.07 cfs 341 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 341 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 341 cf Peak Elev=355.79' Storage=2,850 cf Inflow=0.73 cfs 5,936 cfPond SW2A: Stormwater Basin #2A 'SW2A' Discarded=0.06 cfs 5,071 cf Primary=0.09 cfs 865 cf Secondary=0.00 cfs 0 cf Outflow=0.15 cfs 5,936 cf Peak Elev=343.52' Storage=138 cf Inflow=0.10 cfs 1,071 cfPond SW2B: Stormwater Basin #2B 'SW2B' Discarded=0.08 cfs 1,071 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.08 cfs 1,071 cf Peak Elev=338.00' Storage=11 cf Inflow=0.01 cfs 100 cfPond SW2C: Stormwater Basin #2C 'SW2C' Discarded=0.00 cfs 100 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.00 cfs 100 cf Peak Elev=388.35' Storage=326 cf Inflow=0.14 cfs 968 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.03 cfs 968 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.03 cfs 968 cf Inflow=0.00 cfs 0 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.00 cfs 0 cf Inflow=0.00 cfs 40 cfLink AL2: Analysis Line #2 (Wetlands) Primary=0.00 cfs 40 cf Inflow=0.06 cfs 1,148 cfLink AL3: Analysis Line #3 (Northern PL) Primary=0.06 cfs 1,148 cf Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Inflow=0.00 cfs 38 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.00 cfs 38 cf Inflow=0.06 cfs 1,226 cfLink ALL: ALL Primary=0.06 cfs 1,226 cf Total Runoff Area = 819,639 sf Runoff Volume = 8,778 cf Average Runoff Depth = 0.13" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 SA1: Drainage Subarea #1 'SA1' Runoff = 0.07 cfs @ 12.17 hrs, Volume= 341 cf, Depth= 0.24" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 SA2A: Drainage Subarea #2A 'SA2A' Runoff = 0.73 cfs @ 12.51 hrs, Volume= 5,936 cf, Depth= 0.15" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP 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 SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.02 cfs @ 12.32 hrs, Volume= 207 cf, Depth= 0.10" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.01 cfs @ 12.35 hrs, Volume= 100 cf, Depth= 0.09" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.00 cfs @ 12.47 hrs, Volume= 40 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 0.14 cfs @ 12.38 hrs, Volume= 968 cf, Depth= 0.19" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 0.06 cfs @ 12.71 hrs, Volume= 1,148 cf, Depth= 0.06" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.00 cfs @ 12.51 hrs, Volume= 38 cf, Depth= 0.06" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Summary for Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 0.24" for WQV event Inflow = 0.07 cfs @ 12.17 hrs, Volume= 341 cf Outflow = 0.01 cfs @ 12.07 hrs, Volume= 341 cf, Atten= 88%, Lag= 0.0 min Discarded = 0.01 cfs @ 12.07 hrs, Volume= 341 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 360.83' @ 14.78 hrs Surf.Area= 372 sf Storage= 124 cf Plug-Flow detention time= 152.4 min calculated for 341 cf (100% of inflow) Center-of-Mass det. time= 152.4 min ( 1,051.8 - 899.4 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.07 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=360.00' (Free Discharge) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 0.15" for WQV event Inflow = 0.73 cfs @ 12.51 hrs, Volume= 5,936 cf Outflow = 0.15 cfs @ 15.57 hrs, Volume= 5,936 cf, Atten= 79%, Lag= 184.0 min Discarded = 0.06 cfs @ 15.57 hrs, Volume= 5,071 cf Primary = 0.09 cfs @ 15.57 hrs, Volume= 865 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 355.79' @ 15.57 hrs Surf.Area= 2,434 sf Storage= 2,850 cf Plug-Flow detention time= 550.3 min calculated for 5,935 cf (100% of inflow) Center-of-Mass det. time= 550.4 min ( 1,492.9 - 942.5 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 15.57 hrs HW=355.79' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.09 cfs @ 15.57 hrs HW=355.79' (Free Discharge) 1=Outlet Pipe (Passes 0.09 cfs of 47.32 cfs potential flow) 2=Orifice (Orifice Controls 0.09 cfs @ 0.61 fps) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 OUTLET by 0.02' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 0.03" for WQV event Inflow = 0.10 cfs @ 15.56 hrs, Volume= 1,071 cf Outflow = 0.08 cfs @ 16.17 hrs, Volume= 1,071 cf, Atten= 18%, Lag= 36.2 min Discarded = 0.08 cfs @ 16.17 hrs, Volume= 1,071 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 343.52' @ 16.17 hrs Surf.Area= 6,075 sf Storage= 138 cf Plug-Flow detention time= 28.7 min calculated for 1,071 cf (100% of inflow) Center-of-Mass det. time= 28.7 min ( 1,038.6 - 1,009.9 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Discarded OutFlow Max=0.14 cfs @ 16.17 hrs HW=343.52' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 28.30 cfs potential flow) 2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Summary for Pond SW2C: Stormwater Basin #2C 'SW2C' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.01 cfs @ 12.35 hrs, Volume= 100 cf Outflow = 0.00 cfs @ 13.02 hrs, Volume= 100 cf, Atten= 56%, Lag= 40.3 min Discarded = 0.00 cfs @ 13.02 hrs, Volume= 100 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= 338.00' @ 13.02 hrs Surf.Area= 3,123 sf Storage= 11 cf Plug-Flow detention time= 42.8 min calculated for 100 cf (100% of inflow) Center-of-Mass det. time= 42.8 min ( 1,009.7 - 966.9 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Discarded OutFlow Max=0.07 cfs @ 13.02 hrs HW=338.00' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 16.88 cfs potential flow) 2=Low level Orifice ( Controls 0.00 cfs) 3=High Level Orifice ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 0.19" for WQV event Inflow = 0.14 cfs @ 12.38 hrs, Volume= 968 cf Outflow = 0.03 cfs @ 15.08 hrs, Volume= 968 cf, Atten= 83%, Lag= 162.0 min Discarded = 0.03 cfs @ 15.08 hrs, Volume= 968 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= 388.35' @ 15.08 hrs Surf.Area= 1,090 sf Storage= 326 cf Plug-Flow detention time= 149.1 min calculated for 967 cf (100% of inflow) Center-of-Mass det. time= 149.1 min ( 1,072.0 - 922.9 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Discarded OutFlow Max=0.03 cfs @ 15.08 hrs HW=388.35' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 8.09 cfs potential flow) 2=Low-level Orifice ( Controls 0.00 cfs) 3=Mid-level Orifice ( Controls 0.00 cfs) 4=High-level Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr WQV Rainfall=1.30"2025-0197 - PROP 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 AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 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 - PROP 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 AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 12.47 hrs, Volume= 40 cf Primary = 0.00 cfs @ 12.47 hrs, Volume= 40 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 - PROP 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 Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 0.05" for WQV event Inflow = 0.06 cfs @ 12.71 hrs, Volume= 1,148 cf Primary = 0.06 cfs @ 12.71 hrs, Volume= 1,148 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 - PROP 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 Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 0.06" for WQV event Inflow = 0.00 cfs @ 12.51 hrs, Volume= 38 cf Primary = 0.00 cfs @ 12.51 hrs, Volume= 38 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 - PROP 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 Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 0.02" for WQV event Inflow = 0.06 cfs @ 12.70 hrs, Volume= 1,226 cf Primary = 0.06 cfs @ 12.70 hrs, Volume= 1,226 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 - PROP 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 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=16,871 sf 31.47% Impervious Runoff Depth=1.30"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=0.51 cfs 1,829 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=1.06"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=8.09 cfs 41,249 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=0.90"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=0.58 cfs 1,830 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=0.85"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=0.30 cfs 978 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=0.80"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.11 cfs 435 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=1.18"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=1.25 cfs 5,865 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=0.75"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=2.54 cfs 13,907 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=0.75"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.11 cfs 464 cf Peak Elev=361.09' Storage=161 cf Inflow=0.51 cfs 1,829 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 579 cf Primary=0.50 cfs 1,250 cf Outflow=0.51 cfs 1,829 cf Peak Elev=356.26' Storage=4,100 cf Inflow=8.09 cfs 41,249 cfPond SW2A: Stormwater Basin #2A 'SW2A' Discarded=0.07 cfs 5,567 cf Primary=8.02 cfs 35,681 cf Secondary=0.00 cfs 0 cf Outflow=8.08 cfs 41,249 cf Peak Elev=346.37' Storage=23,262 cf Inflow=8.26 cfs 37,512 cfPond SW2B: Stormwater Basin #2B Discarded=0.24 cfs 31,795 cf Primary=0.53 cfs 5,717 cf Secondary=0.00 cfs 0 cf Outflow=0.77 cfs 37,512 cf Peak Elev=339.12' Storage=4,126 cf Inflow=0.55 cfs 6,695 cfPond SW2C: Stormwater Basin #2C 'SW2C' Discarded=0.10 cfs 6,695 cf Primary=0.00 cfs 0 cf Secondary=0.00 cfs 0 cf Outflow=0.10 cfs 6,695 cf Peak Elev=389.47' Storage=2,078 cf Inflow=1.25 cfs 5,865 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.05 cfs 3,011 cf Primary=0.43 cfs 2,854 cf Secondary=0.00 cfs 0 cf Outflow=0.48 cfs 5,865 cf Inflow=0.50 cfs 1,250 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.50 cfs 1,250 cf Inflow=0.11 cfs 435 cfLink AL2: Analysis Line #2 (Wetlands) Primary=0.11 cfs 435 cf Inflow=2.69 cfs 16,761 cfLink AL3: Analysis Line #3 (Northern PL) Primary=2.69 cfs 16,761 cf Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Inflow=0.11 cfs 464 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.11 cfs 464 cf Inflow=3.07 cfs 18,911 cfLink ALL: ALL Primary=3.07 cfs 18,911 cf Total Runoff Area = 819,639 sf Runoff Volume = 66,558 cf Average Runoff Depth = 0.97" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.51 cfs @ 12.14 hrs, Volume= 1,829 cf, Depth= 1.30" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 8.09 cfs @ 12.35 hrs, Volume= 41,249 cf, Depth= 1.06" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP 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 Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.58 cfs @ 12.08 hrs, Volume= 1,830 cf, Depth= 0.90" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.30 cfs @ 12.08 hrs, Volume= 978 cf, Depth= 0.85" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.11 cfs @ 12.16 hrs, Volume= 435 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 1.25 cfs @ 12.28 hrs, Volume= 5,865 cf, Depth= 1.18" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 SA3B: Drainage Subarea #3B 'SA3B' Runoff = 2.54 cfs @ 12.36 hrs, Volume= 13,907 cf, Depth= 0.75" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 SA4: Drainage Subarea #4 'SA4' Runoff = 0.11 cfs @ 12.16 hrs, Volume= 464 cf, Depth= 0.75" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 1.30" for 1-year event Inflow = 0.51 cfs @ 12.14 hrs, Volume= 1,829 cf Outflow = 0.51 cfs @ 12.15 hrs, Volume= 1,829 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.01 cfs @ 10.74 hrs, Volume= 579 cf Primary = 0.50 cfs @ 12.15 hrs, Volume= 1,250 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 361.09' @ 12.15 hrs Surf.Area= 372 sf Storage= 161 cf Plug-Flow detention time= 73.0 min calculated for 1,828 cf (100% of inflow) Center-of-Mass det. time= 73.0 min ( 917.9 - 844.9 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 10.74 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.49 cfs @ 12.15 hrs HW=361.09' (Free Discharge) 1=Sharp-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.95 fps) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 1.06" for 1-year event Inflow = 8.09 cfs @ 12.35 hrs, Volume= 41,249 cf Outflow = 8.08 cfs @ 12.35 hrs, Volume= 41,249 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.07 cfs @ 12.35 hrs, Volume= 5,567 cf Primary = 8.02 cfs @ 12.35 hrs, Volume= 35,681 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.26' @ 12.35 hrs Surf.Area= 2,869 sf Storage= 4,100 cf Plug-Flow detention time= 92.3 min calculated for 41,243 cf (100% of inflow) Center-of-Mass det. time= 92.4 min ( 963.4 - 871.0 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.35 hrs HW=356.26' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=11.36 cfs @ 12.35 hrs HW=356.26' (Free Discharge) 1=Outlet Pipe (Passes 11.36 cfs of 48.45 cfs potential flow) 2=Orifice (Orifice Controls 4.64 cfs @ 2.32 fps) 3=Grate (Orifice Controls 6.72 cfs @ 0.42 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 INLET by 1.37' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 0.91" for 1-year event Inflow = 8.26 cfs @ 12.35 hrs, Volume= 37,512 cf Outflow = 0.77 cfs @ 15.28 hrs, Volume= 37,512 cf, Atten= 91%, Lag= 175.9 min Discarded = 0.24 cfs @ 15.28 hrs, Volume= 31,795 cf Primary = 0.53 cfs @ 15.28 hrs, Volume= 5,717 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.37' @ 15.28 hrs Surf.Area= 10,247 sf Storage= 23,262 cf Plug-Flow detention time= 929.3 min calculated for 37,507 cf (100% of inflow) Center-of-Mass det. time= 929.5 min ( 1,803.0 - 873.5 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Discarded OutFlow Max=0.24 cfs @ 15.28 hrs HW=346.37' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=0.53 cfs @ 15.28 hrs HW=346.37' (Free Discharge) 1=Outlet Pipe (Passes 0.53 cfs of 38.18 cfs potential flow) 2=Orifice (Orifice Controls 0.53 cfs @ 1.11 fps) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Pond SW2C: Stormwater Basin #2C 'SW2C' [79] Warning: Submerged Pond SW2B Primary device # 1 INLET by 0.12' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 0.16" for 1-year event Inflow = 0.55 cfs @ 15.27 hrs, Volume= 6,695 cf Outflow = 0.10 cfs @ 19.11 hrs, Volume= 6,695 cf, Atten= 82%, Lag= 230.4 min Discarded = 0.10 cfs @ 19.11 hrs, Volume= 6,695 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= 339.12' @ 19.11 hrs Surf.Area= 4,247 sf Storage= 4,126 cf Plug-Flow detention time= 408.7 min calculated for 6,695 cf (100% of inflow) Center-of-Mass det. time= 408.6 min ( 1,377.0 - 968.4 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Discarded OutFlow Max=0.10 cfs @ 19.11 hrs HW=339.12' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 1=Outlet Pipe (Passes 0.00 cfs of 16.88 cfs potential flow) 2=Low level Orifice ( Controls 0.00 cfs) 3=High Level Orifice ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 1.18" for 1-year event Inflow = 1.25 cfs @ 12.28 hrs, Volume= 5,865 cf Outflow = 0.48 cfs @ 12.74 hrs, Volume= 5,865 cf, Atten= 62%, Lag= 27.3 min Discarded = 0.05 cfs @ 12.74 hrs, Volume= 3,011 cf Primary = 0.43 cfs @ 12.74 hrs, Volume= 2,854 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= 389.47' @ 12.74 hrs Surf.Area= 1,963 sf Storage= 2,078 cf Plug-Flow detention time= 231.3 min calculated for 5,864 cf (100% of inflow) Center-of-Mass det. time= 231.4 min ( 1,092.2 - 860.9 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Discarded OutFlow Max=0.05 cfs @ 12.74 hrs HW=389.47' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.43 cfs @ 12.74 hrs HW=389.47' (Free Discharge) 1=Outlet Pipe (Passes 0.43 cfs of 10.80 cfs potential flow) 2=Low-level Orifice (Orifice Controls 0.43 cfs @ 2.60 fps) 3=Mid-level Orifice ( Controls 0.00 cfs) 4=High-level Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP 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 Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 63HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr 1-year Rainfall=2.90"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 64HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 0.89" for 1-year event Inflow = 0.50 cfs @ 12.15 hrs, Volume= 1,250 cf Primary = 0.50 cfs @ 12.15 hrs, Volume= 1,250 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 65HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 0.01" for 1-year event Inflow = 0.11 cfs @ 12.16 hrs, Volume= 435 cf Primary = 0.11 cfs @ 12.16 hrs, Volume= 435 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 66HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 0.71" for 1-year event Inflow = 2.69 cfs @ 12.40 hrs, Volume= 16,761 cf Primary = 2.69 cfs @ 12.40 hrs, Volume= 16,761 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 67HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 0.75" for 1-year event Inflow = 0.11 cfs @ 12.16 hrs, Volume= 464 cf Primary = 0.11 cfs @ 12.16 hrs, Volume= 464 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 68HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 0.28" for 1-year event Inflow = 3.07 cfs @ 12.39 hrs, Volume= 18,911 cf Primary = 3.07 cfs @ 12.39 hrs, Volume= 18,911 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 69HydroCAD® 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=16,871 sf 31.47% Impervious Runoff Depth=1.74"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=0.69 cfs 2,448 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=1.46"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=11.37 cfs 56,892 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=1.27"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=0.84 cfs 2,587 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=1.21"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=0.45 cfs 1,395 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.16 cfs 627 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=1.60"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=1.72 cfs 7,967 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=1.09"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=3.89 cfs 20,201 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=1.09"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.17 cfs 674 cf Peak Elev=361.11' Storage=165 cf Inflow=0.69 cfs 2,448 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 601 cf Primary=0.68 cfs 1,847 cf Outflow=0.69 cfs 2,448 cf Peak Elev=356.26' Storage=4,120 cf Inflow=11.37 cfs 56,892 cfPond SW2A: Stormwater Basin #2A Discarded=0.07 cfs 5,706 cf Primary=11.30 cfs 51,186 cf Secondary=0.00 cfs 0 cf Outflow=11.37 cfs 56,892 cf Peak Elev=346.57' Storage=25,343 cf Inflow=11.64 cfs 53,773 cfPond SW2B: Stormwater Basin #2B Discarded=0.24 cfs 32,643 cf Primary=2.32 cfs 21,130 cf Secondary=0.00 cfs 0 cf Outflow=2.57 cfs 53,773 cf Peak Elev=339.40' Storage=5,363 cf Inflow=2.37 cfs 22,525 cfPond SW2C: Stormwater Basin #2C 'SW2C' Discarded=0.11 cfs 8,130 cf Primary=1.64 cfs 14,395 cf Secondary=0.00 cfs 0 cf Outflow=1.74 cfs 22,525 cf Peak Elev=389.79' Storage=2,748 cf Inflow=1.72 cfs 7,967 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.05 cfs 3,189 cf Primary=0.63 cfs 4,778 cf Secondary=0.00 cfs 0 cf Outflow=0.68 cfs 7,967 cf Inflow=0.68 cfs 1,847 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=0.68 cfs 1,847 cf Inflow=1.66 cfs 15,021 cfLink AL2: Analysis Line #2 (Wetlands) Primary=1.66 cfs 15,021 cf Inflow=4.32 cfs 24,979 cfLink AL3: Analysis Line #3 (Northern PL) Primary=4.32 cfs 24,979 cf Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 70HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.17 cfs 674 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.17 cfs 674 cf Inflow=4.90 cfs 42,521 cfLink ALL: ALL Primary=4.90 cfs 42,521 cf Total Runoff Area = 819,639 sf Runoff Volume = 92,791 cf Average Runoff Depth = 1.36" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 71HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 0.69 cfs @ 12.14 hrs, Volume= 2,448 cf, Depth= 1.74" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 72HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 11.37 cfs @ 12.35 hrs, Volume= 56,892 cf, Depth= 1.46" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 73HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 0.84 cfs @ 12.08 hrs, Volume= 2,587 cf, Depth= 1.27" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 74HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.45 cfs @ 12.08 hrs, Volume= 1,395 cf, Depth= 1.21" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 75HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.16 cfs @ 12.16 hrs, Volume= 627 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 76HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 1.72 cfs @ 12.28 hrs, Volume= 7,967 cf, Depth= 1.60" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 77HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 3.89 cfs @ 12.34 hrs, Volume= 20,201 cf, Depth= 1.09" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 78HydroCAD® 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= 674 cf, Depth= 1.09" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 79HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 1.74" for 2-Year event Inflow = 0.69 cfs @ 12.14 hrs, Volume= 2,448 cf Outflow = 0.69 cfs @ 12.15 hrs, Volume= 2,448 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.01 cfs @ 10.15 hrs, Volume= 601 cf Primary = 0.68 cfs @ 12.15 hrs, Volume= 1,847 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 361.11' @ 12.15 hrs Surf.Area= 372 sf Storage= 165 cf Plug-Flow detention time= 56.3 min calculated for 2,448 cf (100% of inflow) Center-of-Mass det. time= 56.3 min ( 892.7 - 836.4 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 10.15 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.67 cfs @ 12.15 hrs HW=361.11' (Free Discharge) 1=Sharp-Crested Rectangular Weir (Weir Controls 0.67 cfs @ 1.06 fps) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 80HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 81HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 82HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 1.46" for 2-Year event Inflow = 11.37 cfs @ 12.35 hrs, Volume= 56,892 cf Outflow = 11.37 cfs @ 12.35 hrs, Volume= 56,892 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.07 cfs @ 12.35 hrs, Volume= 5,706 cf Primary = 11.30 cfs @ 12.35 hrs, Volume= 51,186 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.26' @ 12.35 hrs Surf.Area= 2,876 sf Storage= 4,120 cf Plug-Flow detention time= 69.3 min calculated for 56,892 cf (100% of inflow) Center-of-Mass det. time= 69.3 min ( 930.6 - 861.4 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.35 hrs HW=356.26' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=14.09 cfs @ 12.35 hrs HW=356.26' (Free Discharge) 1=Outlet Pipe (Passes 14.09 cfs of 48.46 cfs potential flow) 2=Orifice (Orifice Controls 4.72 cfs @ 2.36 fps) 3=Grate (Orifice Controls 9.38 cfs @ 0.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 83HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 84HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 85HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 INLET by 1.57' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 1.31" for 2-Year event Inflow = 11.64 cfs @ 12.34 hrs, Volume= 53,773 cf Outflow = 2.57 cfs @ 13.19 hrs, Volume= 53,773 cf, Atten= 78%, Lag= 50.9 min Discarded = 0.24 cfs @ 13.19 hrs, Volume= 32,643 cf Primary = 2.32 cfs @ 13.19 hrs, Volume= 21,130 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.57' @ 13.19 hrs Surf.Area= 10,557 sf Storage= 25,343 cf Plug-Flow detention time= 682.2 min calculated for 53,773 cf (100% of inflow) Center-of-Mass det. time= 682.2 min ( 1,546.7 - 864.5 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 86HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.24 cfs @ 13.19 hrs HW=346.57' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=2.32 cfs @ 13.19 hrs HW=346.57' (Free Discharge) 1=Outlet Pipe (Passes 2.32 cfs of 38.77 cfs potential flow) 2=Orifice (Orifice Controls 2.32 cfs @ 1.81 fps) 3=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 87HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 88HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 89HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2C: Stormwater Basin #2C 'SW2C' [79] Warning: Submerged Pond SW2B Primary device # 1 INLET by 0.40' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 0.53" for 2-Year event Inflow = 2.37 cfs @ 13.19 hrs, Volume= 22,525 cf Outflow = 1.74 cfs @ 13.77 hrs, Volume= 22,525 cf, Atten= 26%, Lag= 34.6 min Discarded = 0.11 cfs @ 13.77 hrs, Volume= 8,130 cf Primary = 1.64 cfs @ 13.77 hrs, Volume= 14,395 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= 339.40' @ 13.77 hrs Surf.Area= 4,544 sf Storage= 5,363 cf Plug-Flow detention time= 194.7 min calculated for 22,525 cf (100% of inflow) Center-of-Mass det. time= 194.7 min ( 1,102.9 - 908.2 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 90HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.11 cfs @ 13.77 hrs HW=339.40' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=1.63 cfs @ 13.77 hrs HW=339.40' (Free Discharge) 1=Outlet Pipe (Passes 1.63 cfs of 21.75 cfs potential flow) 2=Low level Orifice (Orifice Controls 1.63 cfs @ 1.61 fps) 3=High Level Orifice ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 91HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 92HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 93HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 1.60" for 2-Year event Inflow = 1.72 cfs @ 12.28 hrs, Volume= 7,967 cf Outflow = 0.68 cfs @ 12.71 hrs, Volume= 7,967 cf, Atten= 60%, Lag= 26.3 min Discarded = 0.05 cfs @ 12.71 hrs, Volume= 3,189 cf Primary = 0.63 cfs @ 12.71 hrs, Volume= 4,778 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= 389.79' @ 12.71 hrs Surf.Area= 2,154 sf Storage= 2,748 cf Plug-Flow detention time= 188.1 min calculated for 7,967 cf (100% of inflow) Center-of-Mass det. time= 188.0 min ( 1,039.9 - 851.8 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 94HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.05 cfs @ 12.71 hrs HW=389.79' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.63 cfs @ 12.71 hrs HW=389.79' (Free Discharge) 1=Outlet Pipe (Passes 0.63 cfs of 11.31 cfs potential flow) 2=Low-level Orifice (Orifice Controls 0.63 cfs @ 3.79 fps) 3=Mid-level Orifice ( Controls 0.00 cfs) 4=High-level Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 95HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 96HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr 2-Year Rainfall=3.45"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 97HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 1.31" for 2-Year event Inflow = 0.68 cfs @ 12.15 hrs, Volume= 1,847 cf Primary = 0.68 cfs @ 12.15 hrs, Volume= 1,847 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 98HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 0.35" for 2-Year event Inflow = 1.66 cfs @ 13.77 hrs, Volume= 15,021 cf Primary = 1.66 cfs @ 13.77 hrs, Volume= 15,021 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 99HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 1.06" for 2-Year event Inflow = 4.32 cfs @ 12.37 hrs, Volume= 24,979 cf Primary = 4.32 cfs @ 12.37 hrs, Volume= 24,979 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 100HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 1.09" for 2-Year event Inflow = 0.17 cfs @ 12.16 hrs, Volume= 674 cf Primary = 0.17 cfs @ 12.16 hrs, Volume= 674 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 101HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 0.62" for 2-Year event Inflow = 4.90 cfs @ 12.35 hrs, Volume= 42,521 cf Primary = 4.90 cfs @ 12.35 hrs, Volume= 42,521 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 102HydroCAD® 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=16,871 sf 31.47% Impervious Runoff Depth=3.19"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=1.26 cfs 4,480 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=2.81"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=22.29 cfs 109,687 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=2.55"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=1.74 cfs 5,203 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=2.46"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=0.95 cfs 2,847 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=2.37"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.36 cfs 1,298 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=3.00"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=3.27 cfs 14,957 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=2.29"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=8.62 cfs 42,518 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=2.29"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.39 cfs 1,418 cf Peak Elev=361.16' Storage=173 cf Inflow=1.26 cfs 4,480 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 651 cf Primary=1.25 cfs 3,830 cf Outflow=1.26 cfs 4,480 cf Peak Elev=356.30' Storage=4,224 cf Inflow=22.29 cfs 109,687 cfPond SW2A: Stormwater Basin #2A Discarded=0.07 cfs 6,092 cf Primary=22.22 cfs 103,595 cf Secondary=0.00 cfs 0 cf Outflow=22.28 cfs 109,687 cf Peak Elev=346.80' Storage=27,825 cf Inflow=22.89 cfs 108,798 cfPond SW2B: Stormwater Basin #2B Discarded=0.25 cfs 33,919 cf Primary=22.08 cfs 74,879 cf Secondary=0.00 cfs 0 cf Outflow=22.33 cfs 108,798 cf Peak Elev=340.92' Storage=13,516 cf Inflow=22.40 cfs 77,726 cfPond SW2C: Stormwater Basin #2C Discarded=0.14 cfs 9,251 cf Primary=11.93 cfs 68,476 cf Secondary=0.00 cfs 0 cf Outflow=12.07 cfs 77,726 cf Peak Elev=390.43' Storage=4,262 cf Inflow=3.27 cfs 14,957 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.06 cfs 3,530 cf Primary=2.13 cfs 11,427 cf Secondary=0.00 cfs 0 cf Outflow=2.19 cfs 14,957 cf Inflow=1.25 cfs 3,830 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=1.25 cfs 3,830 cf Inflow=12.00 cfs 69,774 cfLink AL2: Analysis Line #2 (Wetlands) Primary=12.00 cfs 69,774 cf Inflow=10.33 cfs 53,944 cfLink AL3: Analysis Line #3 (Northern PL) Primary=10.33 cfs 53,944 cf Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 103HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.39 cfs 1,418 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.39 cfs 1,418 cf Inflow=20.13 cfs 128,966 cfLink ALL: ALL Primary=20.13 cfs 128,966 cf Total Runoff Area = 819,639 sf Runoff Volume = 182,409 cf Average Runoff Depth = 2.67" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 104HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 1.26 cfs @ 12.14 hrs, Volume= 4,480 cf, Depth= 3.19" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 105HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 22.29 cfs @ 12.33 hrs, Volume= 109,687 cf, Depth= 2.81" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 106HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 1.74 cfs @ 12.08 hrs, Volume= 5,203 cf, Depth= 2.55" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 107HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 0.95 cfs @ 12.08 hrs, Volume= 2,847 cf, Depth= 2.46" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 108HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.36 cfs @ 12.15 hrs, Volume= 1,298 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 109HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 3.27 cfs @ 12.27 hrs, Volume= 14,957 cf, Depth= 3.00" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 110HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 8.62 cfs @ 12.34 hrs, Volume= 42,518 cf, Depth= 2.29" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 111HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.39 cfs @ 12.15 hrs, Volume= 1,418 cf, Depth= 2.29" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 112HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 3.19" for 10-Year event Inflow = 1.26 cfs @ 12.14 hrs, Volume= 4,480 cf Outflow = 1.26 cfs @ 12.14 hrs, Volume= 4,480 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.01 cfs @ 8.67 hrs, Volume= 651 cf Primary = 1.25 cfs @ 12.14 hrs, Volume= 3,830 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 361.16' @ 12.14 hrs Surf.Area= 372 sf Storage= 173 cf Plug-Flow detention time= 33.6 min calculated for 4,480 cf (100% of inflow) Center-of-Mass det. time= 33.6 min ( 852.7 - 819.0 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 8.67 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.25 cfs @ 12.14 hrs HW=361.16' (Free Discharge) 1=Sharp-Crested Rectangular Weir (Weir Controls 1.25 cfs @ 1.31 fps) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 113HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 114HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 115HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 22.29 cfs @ 12.33 hrs, Volume= 109,687 cf Outflow = 22.28 cfs @ 12.33 hrs, Volume= 109,687 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.07 cfs @ 12.33 hrs, Volume= 6,092 cf Primary = 22.22 cfs @ 12.33 hrs, Volume= 103,595 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.30' @ 12.33 hrs Surf.Area= 2,909 sf Storage= 4,224 cf Plug-Flow detention time= 39.6 min calculated for 109,687 cf (100% of inflow) Center-of-Mass det. time= 39.6 min ( 881.8 - 842.3 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.33 hrs HW=356.30' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=22.41 cfs @ 12.33 hrs HW=356.30' (Free Discharge) 1=Outlet Pipe (Passes 22.41 cfs of 48.55 cfs potential flow) 2=Orifice (Orifice Controls 5.10 cfs @ 2.55 fps) 3=Grate (Orifice Controls 17.31 cfs @ 1.08 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 116HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 117HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 118HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 INLET by 1.80' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 2.65" for 10-Year event Inflow = 22.89 cfs @ 12.33 hrs, Volume= 108,798 cf Outflow = 22.33 cfs @ 12.38 hrs, Volume= 108,798 cf, Atten= 2%, Lag= 3.2 min Discarded = 0.25 cfs @ 12.38 hrs, Volume= 33,919 cf Primary = 22.08 cfs @ 12.38 hrs, Volume= 74,879 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.80' @ 12.38 hrs Surf.Area= 10,916 sf Storage= 27,825 cf Plug-Flow detention time= 355.1 min calculated for 108,783 cf (100% of inflow) Center-of-Mass det. time= 355.3 min ( 1,201.8 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 119HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.25 cfs @ 12.38 hrs HW=346.80' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=22.44 cfs @ 12.38 hrs HW=346.80' (Free Discharge) 1=Outlet Pipe (Passes 22.44 cfs of 39.45 cfs potential flow) 2=Orifice (Orifice Controls 5.10 cfs @ 2.55 fps) 3=Grate (Orifice Controls 17.34 cfs @ 1.08 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 120HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 121HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 122HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2C: Stormwater Basin #2C 'SW2C' [79] Warning: Submerged Pond SW2B Primary device # 1 INLET by 1.92' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 1.84" for 10-Year event Inflow = 22.40 cfs @ 12.38 hrs, Volume= 77,726 cf Outflow = 12.07 cfs @ 12.68 hrs, Volume= 77,726 cf, Atten= 46%, Lag= 18.1 min Discarded = 0.14 cfs @ 12.68 hrs, Volume= 9,251 cf Primary = 11.93 cfs @ 12.68 hrs, Volume= 68,476 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= 340.92' @ 12.68 hrs Surf.Area= 6,202 sf Storage= 13,516 cf Plug-Flow detention time= 73.2 min calculated for 77,716 cf (100% of inflow) Center-of-Mass det. time= 73.3 min ( 938.9 - 865.6 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 123HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.14 cfs @ 12.68 hrs HW=340.92' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=11.91 cfs @ 12.68 hrs HW=340.92' (Free Discharge) 1=Outlet Pipe (Passes 11.91 cfs of 26.02 cfs potential flow) 2=Low level Orifice (Orifice Controls 11.87 cfs @ 5.94 fps) 3=High Level Orifice (Orifice Controls 0.04 cfs @ 0.48 fps) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 124HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 125HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 126HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 3.00" for 10-Year event Inflow = 3.27 cfs @ 12.27 hrs, Volume= 14,957 cf Outflow = 2.19 cfs @ 12.50 hrs, Volume= 14,957 cf, Atten= 33%, Lag= 14.0 min Discarded = 0.06 cfs @ 12.50 hrs, Volume= 3,530 cf Primary = 2.13 cfs @ 12.50 hrs, Volume= 11,427 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= 390.43' @ 12.50 hrs Surf.Area= 2,557 sf Storage= 4,262 cf Plug-Flow detention time= 121.6 min calculated for 14,955 cf (100% of inflow) Center-of-Mass det. time= 121.7 min ( 955.4 - 833.7 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 127HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.50 hrs HW=390.43' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=2.13 cfs @ 12.50 hrs HW=390.43' (Free Discharge) 1=Outlet Pipe (Passes 2.13 cfs of 12.27 cfs potential flow) 2=Low-level Orifice (Orifice Controls 0.90 cfs @ 5.42 fps) 3=Mid-level Orifice (Orifice Controls 1.23 cfs @ 2.45 fps) 4=High-level Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 128HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 129HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr 10-Year Rainfall=5.12"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 130HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 2.72" for 10-Year event Inflow = 1.25 cfs @ 12.14 hrs, Volume= 3,830 cf Primary = 1.25 cfs @ 12.14 hrs, Volume= 3,830 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 131HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 1.63" for 10-Year event Inflow = 12.00 cfs @ 12.68 hrs, Volume= 69,774 cf Primary = 12.00 cfs @ 12.68 hrs, Volume= 69,774 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 132HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 10.33 cfs @ 12.37 hrs, Volume= 53,944 cf Primary = 10.33 cfs @ 12.37 hrs, Volume= 53,944 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 133HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.39 cfs @ 12.15 hrs, Volume= 1,418 cf Primary = 0.39 cfs @ 12.15 hrs, Volume= 1,418 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 134HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 1.89" for 10-Year event Inflow = 20.13 cfs @ 12.54 hrs, Volume= 128,966 cf Primary = 20.13 cfs @ 12.54 hrs, Volume= 128,966 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 135HydroCAD® 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=16,871 sf 31.47% Impervious Runoff Depth=4.13"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=1.63 cfs 5,813 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=3.72"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=29.46 cfs 145,032 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=3.42"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=2.34 cfs 6,984 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=3.32"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=1.29 cfs 3,842 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=3.22"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.49 cfs 1,761 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=3.93"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=4.27 cfs 19,588 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=3.12"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=11.86 cfs 57,996 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=3.12"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.53 cfs 1,934 cf Peak Elev=361.19' Storage=177 cf Inflow=1.63 cfs 5,813 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 676 cf Primary=1.62 cfs 5,137 cf Outflow=1.63 cfs 5,813 cf Peak Elev=356.35' Storage=4,358 cf Inflow=29.46 cfs 145,032 cfPond SW2A: Stormwater Basin #2A Discarded=0.07 cfs 6,293 cf Primary=29.38 cfs 138,739 cf Secondary=0.00 cfs 0 cf Outflow=29.45 cfs 145,032 cf Peak Elev=346.85' Storage=28,370 cf Inflow=30.27 cfs 145,723 cfPond SW2B: Stormwater Basin #2B Discarded=0.25 cfs 34,563 cf Primary=29.88 cfs 111,160 cf Secondary=0.00 cfs 0 cf Outflow=30.13 cfs 145,723 cf Peak Elev=341.76' Storage=19,105 cf Inflow=30.34 cfs 115,002 cfPond SW2C: Stormwater Basin #2C Discarded=0.17 cfs 9,563 cf Primary=22.24 cfs 105,440 cf Secondary=0.00 cfs 0 cf Outflow=22.41 cfs 115,002 cf Peak Elev=390.74' Storage=5,082 cf Inflow=4.27 cfs 19,588 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.06 cfs 3,701 cf Primary=2.83 cfs 15,886 cf Secondary=0.00 cfs 0 cf Outflow=2.89 cfs 19,588 cf Inflow=1.62 cfs 5,137 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=1.62 cfs 5,137 cf Inflow=22.39 cfs 107,201 cfLink AL2: Analysis Line #2 (Wetlands) Primary=22.39 cfs 107,201 cf Inflow=14.41 cfs 73,882 cfLink AL3: Analysis Line #3 (Northern PL) Primary=14.41 cfs 73,882 cf Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 136HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.53 cfs 1,934 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.53 cfs 1,934 cf Inflow=35.19 cfs 188,154 cfLink ALL: ALL Primary=35.19 cfs 188,154 cf Total Runoff Area = 819,639 sf Runoff Volume = 242,951 cf Average Runoff Depth = 3.56" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 137HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 1.63 cfs @ 12.14 hrs, Volume= 5,813 cf, Depth= 4.13" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 138HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 29.46 cfs @ 12.32 hrs, Volume= 145,032 cf, Depth= 3.72" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 139HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 2.34 cfs @ 12.07 hrs, Volume= 6,984 cf, Depth= 3.42" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 140HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 1.29 cfs @ 12.08 hrs, Volume= 3,842 cf, Depth= 3.32" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 141HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.49 cfs @ 12.15 hrs, Volume= 1,761 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 142HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 4.27 cfs @ 12.27 hrs, Volume= 19,588 cf, Depth= 3.93" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 143HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 11.86 cfs @ 12.32 hrs, Volume= 57,996 cf, Depth= 3.12" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 144HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.53 cfs @ 12.15 hrs, Volume= 1,934 cf, Depth= 3.12" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 145HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 4.13" for 25-Year event Inflow = 1.63 cfs @ 12.14 hrs, Volume= 5,813 cf Outflow = 1.63 cfs @ 12.14 hrs, Volume= 5,813 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.01 cfs @ 7.92 hrs, Volume= 676 cf Primary = 1.62 cfs @ 12.14 hrs, Volume= 5,137 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 361.19' @ 12.14 hrs Surf.Area= 372 sf Storage= 177 cf Plug-Flow detention time= 27.1 min calculated for 5,813 cf (100% of inflow) Center-of-Mass det. time= 27.1 min ( 838.7 - 811.6 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 7.92 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.60 cfs @ 12.14 hrs HW=361.19' (Free Discharge) 1=Sharp-Crested Rectangular Weir (Weir Controls 1.60 cfs @ 1.42 fps) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 146HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 147HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 148HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 3.72" for 25-Year event Inflow = 29.46 cfs @ 12.32 hrs, Volume= 145,032 cf Outflow = 29.45 cfs @ 12.33 hrs, Volume= 145,032 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.07 cfs @ 12.33 hrs, Volume= 6,293 cf Primary = 29.38 cfs @ 12.33 hrs, Volume= 138,739 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.35' @ 12.33 hrs Surf.Area= 2,953 sf Storage= 4,358 cf Plug-Flow detention time= 31.2 min calculated for 145,012 cf (100% of inflow) Center-of-Mass det. time= 31.4 min ( 865.7 - 834.3 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.33 hrs HW=356.35' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=29.42 cfs @ 12.33 hrs HW=356.35' (Free Discharge) 1=Outlet Pipe (Passes 29.42 cfs of 48.66 cfs potential flow) 2=Orifice (Orifice Controls 5.53 cfs @ 2.76 fps) 3=Grate (Orifice Controls 23.90 cfs @ 1.49 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 149HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 150HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 151HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 INLET by 1.85' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 3.55" for 25-Year event Inflow = 30.27 cfs @ 12.32 hrs, Volume= 145,723 cf Outflow = 30.13 cfs @ 12.35 hrs, Volume= 145,723 cf, Atten= 0%, Lag= 1.6 min Discarded = 0.25 cfs @ 12.35 hrs, Volume= 34,563 cf Primary = 29.88 cfs @ 12.35 hrs, Volume= 111,160 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.85' @ 12.35 hrs Surf.Area= 10,993 sf Storage= 28,370 cf Plug-Flow detention time= 271.6 min calculated for 145,723 cf (100% of inflow) Center-of-Mass det. time= 271.6 min ( 1,110.2 - 838.7 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 152HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.25 cfs @ 12.35 hrs HW=346.85' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=29.98 cfs @ 12.35 hrs HW=346.85' (Free Discharge) 1=Outlet Pipe (Passes 29.98 cfs of 39.59 cfs potential flow) 2=Orifice (Orifice Controls 5.56 cfs @ 2.78 fps) 3=Grate (Orifice Controls 24.41 cfs @ 1.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 153HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 154HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 155HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2C: Stormwater Basin #2C 'SW2C' [79] Warning: Submerged Pond SW2B Primary device # 1 INLET by 2.76' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 2.73" for 25-Year event Inflow = 30.34 cfs @ 12.35 hrs, Volume= 115,002 cf Outflow = 22.41 cfs @ 12.55 hrs, Volume= 115,002 cf, Atten= 26%, Lag= 12.1 min Discarded = 0.17 cfs @ 12.55 hrs, Volume= 9,563 cf Primary = 22.24 cfs @ 12.55 hrs, Volume= 105,440 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= 341.76' @ 12.55 hrs Surf.Area= 7,176 sf Storage= 19,105 cf Plug-Flow detention time= 53.7 min calculated for 114,986 cf (100% of inflow) Center-of-Mass det. time= 53.8 min ( 909.2 - 855.4 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 156HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.17 cfs @ 12.55 hrs HW=341.76' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=22.24 cfs @ 12.55 hrs HW=341.76' (Free Discharge) 1=Outlet Pipe (Passes 22.24 cfs of 28.09 cfs potential flow) 2=Low level Orifice (Orifice Controls 14.78 cfs @ 7.39 fps) 3=High Level Orifice (Orifice Controls 7.46 cfs @ 3.73 fps) 4=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 157HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 158HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 159HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 3.93" for 25-Year event Inflow = 4.27 cfs @ 12.27 hrs, Volume= 19,588 cf Outflow = 2.89 cfs @ 12.49 hrs, Volume= 19,588 cf, Atten= 32%, Lag= 13.3 min Discarded = 0.06 cfs @ 12.49 hrs, Volume= 3,701 cf Primary = 2.83 cfs @ 12.49 hrs, Volume= 15,886 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= 390.74' @ 12.49 hrs Surf.Area= 2,756 sf Storage= 5,082 cf Plug-Flow detention time= 101.8 min calculated for 19,585 cf (100% of inflow) Center-of-Mass det. time= 101.9 min ( 927.8 - 826.0 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 160HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.49 hrs HW=390.74' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=2.83 cfs @ 12.49 hrs HW=390.74' (Free Discharge) 1=Outlet Pipe (Passes 2.83 cfs of 12.70 cfs potential flow) 2=Low-level Orifice (Orifice Controls 1.01 cfs @ 6.04 fps) 3=Mid-level Orifice (Orifice Controls 1.82 cfs @ 3.64 fps) 4=High-level Orifice ( Controls 0.00 cfs) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 161HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 162HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr 25-Year Rainfall=6.16"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 163HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 3.65" for 25-Year event Inflow = 1.62 cfs @ 12.14 hrs, Volume= 5,137 cf Primary = 1.62 cfs @ 12.14 hrs, Volume= 5,137 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 164HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 2.51" for 25-Year event Inflow = 22.39 cfs @ 12.55 hrs, Volume= 107,201 cf Primary = 22.39 cfs @ 12.55 hrs, Volume= 107,201 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 165HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 3.14" for 25-Year event Inflow = 14.41 cfs @ 12.34 hrs, Volume= 73,882 cf Primary = 14.41 cfs @ 12.34 hrs, Volume= 73,882 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 166HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 3.12" for 25-Year event Inflow = 0.53 cfs @ 12.15 hrs, Volume= 1,934 cf Primary = 0.53 cfs @ 12.15 hrs, Volume= 1,934 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 167HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 2.75" for 25-Year event Inflow = 35.19 cfs @ 12.48 hrs, Volume= 188,154 cf Primary = 35.19 cfs @ 12.48 hrs, Volume= 188,154 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 168HydroCAD® 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=16,871 sf 31.47% Impervious Runoff Depth=5.63"Subcatchment SA1: Drainage Subarea #1 Tc=10.0 min CN=82 Runoff=2.19 cfs 7,918 cf Runoff Area=467,771 sf 18.44% Impervious Runoff Depth=5.17"Subcatchment SA2A: Drainage Subarea Flow Length=1,108' Tc=23.5 min CN=78 Runoff=40.73 cfs 201,516 cf Runoff Area=24,515 sf 3.20% Impervious Runoff Depth=4.83"Subcatchment SA2B: Drainage Subarea Tc=5.0 min CN=75 Runoff=3.29 cfs 9,858 cf Runoff Area=13,888 sf 0.00% Impervious Runoff Depth=4.71"Subcatchment SA2C: Drainage Subarea Tc=5.0 min CN=74 Runoff=1.82 cfs 5,453 cf Runoff Area=6,560 sf 0.00% Impervious Runoff Depth=4.60"Subcatchment SA2D: Drainage Subarea #2D Flow Length=94' Tc=10.5 min CN=73 Runoff=0.70 cfs 2,514 cf Runoff Area=59,872 sf 26.45% Impervious Runoff Depth=5.40"Subcatchment SA3A: Drainage Subarea Flow Length=339' Tc=19.9 min CN=80 Runoff=5.83 cfs 26,944 cf Runoff Area=222,734 sf 8.99% Impervious Runoff Depth=4.48"Subcatchment SA3B: Drainage Subarea Flow Length=731' Tc=23.0 min CN=72 Runoff=17.08 cfs 83,237 cf Runoff Area=7,428 sf 0.00% Impervious Runoff Depth=4.48"Subcatchment SA4: Drainage Subarea #4 Flow Length=233' Tc=10.7 min CN=72 Runoff=0.77 cfs 2,776 cf Peak Elev=361.23' Storage=183 cf Inflow=2.19 cfs 7,918 cfPond SW1: Infiltration Trench (SWM-A) Discarded=0.01 cfs 707 cf Primary=2.18 cfs 7,211 cf Outflow=2.19 cfs 7,918 cf Peak Elev=356.45' Storage=4,663 cf Inflow=40.73 cfs 201,516 cfPond SW2A: Stormwater Basin #2A Discarded=0.07 cfs 6,558 cf Primary=40.63 cfs 194,958 cf Secondary=0.00 cfs 0 cf Outflow=40.70 cfs 201,516 cf Peak Elev=346.98' Storage=29,775 cf Inflow=41.85 cfs 204,817 cfPond SW2B: Stormwater Basin #2B Discarded=0.26 cfs 35,430 cf Primary=39.96 cfs 169,386 cf Secondary=0.00 cfs 0 cf Outflow=40.21 cfs 204,817 cf Peak Elev=342.98' Storage=28,751 cf Inflow=40.57 cfs 174,839 cfPond SW2C: Stormwater Basin #2C Discarded=0.20 cfs 10,002 cf Primary=30.87 cfs 164,837 cf Secondary=0.00 cfs 0 cf Outflow=31.07 cfs 174,839 cf Peak Elev=391.07' Storage=6,004 cf Inflow=5.83 cfs 26,944 cfPond SW3: Stormwater Basin #3A 'SW3A' Discarded=0.07 cfs 3,926 cf Primary=4.53 cfs 23,018 cf Secondary=0.00 cfs 0 cf Outflow=4.60 cfs 26,944 cf Inflow=2.18 cfs 7,211 cfLink AL1: Analysis Line #1 (Southeastern PL) Primary=2.18 cfs 7,211 cf Inflow=31.07 cfs 167,351 cfLink AL2: Analysis Line #2 (Wetlands) Primary=31.07 cfs 167,351 cf Inflow=21.18 cfs 106,255 cfLink AL3: Analysis Line #3 (Northern PL) Primary=21.18 cfs 106,255 cf Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 169HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Inflow=0.77 cfs 2,776 cfLink AL4: Analysis Line #4 (Northeastern PL) Primary=0.77 cfs 2,776 cf Inflow=52.48 cfs 283,593 cfLink ALL: ALL Primary=52.48 cfs 283,593 cf Total Runoff Area = 819,639 sf Runoff Volume = 340,217 cf Average Runoff Depth = 4.98" 84.36% Pervious = 691,435 sf 15.64% Impervious = 128,204 sf Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 170HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA1: Drainage Subarea #1 'SA1' Runoff = 2.19 cfs @ 12.14 hrs, Volume= 7,918 cf, Depth= 5.63" Routed to Pond SW1 : Infiltration Trench (SWM-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 * 5,309 98 Bldgs./Impervious * 11,384 74 Lawn, Good, HSG C * 178 70 Woods, Good, HSG C 16,871 82 Weighted Average 11,562 74 68.53% Pervious Area 5,309 98 31.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Direct Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 171HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2A: Drainage Subarea #2A 'SA2A' Runoff = 40.73 cfs @ 12.32 hrs, Volume= 201,516 cf, Depth= 5.17" Routed to Pond SW2A : Stormwater Basin #2A 'SW2A' 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 * 86,243 98 Bldgs./Impervious * 2,809 92 Compact Gravel (est.), HSG C * 3,353 86 Open Deck (est.), HSG C * 251,334 74 Lawn, Good, HSG C * 124,032 70 Woods, Good, HSG C 467,771 78 Weighted Average 381,528 73 81.56% Pervious Area 86,243 98 18.44% 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 172HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2B: Drainage Subarea #2B 'SA2B' Runoff = 3.29 cfs @ 12.07 hrs, Volume= 9,858 cf, Depth= 4.83" Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' 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 * 785 98 Bldgs./Impervious * 151 86 Open Deck (est.), HSG C * 23,579 74 Lawn, Good, HSG C 24,515 75 Weighted Average 23,730 74 96.80% Pervious Area 785 98 3.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 173HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2C: Drainage Subarea #2C 'SA2C' Runoff = 1.82 cfs @ 12.07 hrs, Volume= 5,453 cf, Depth= 4.71" Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' 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 * 13,888 74 Lawn, Good, HSG C 13,888 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 174HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA2D: Drainage Subarea #2D 'SA2D' Runoff = 0.70 cfs @ 12.15 hrs, Volume= 2,514 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 * 4,140 74 Lawn, Good, HSG C * 2,030 70 Woods, Good, HSG C * 390 77 Woods, Good, HSG D 6,560 73 Weighted Average 6,560 73 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 27 0.1850 0.23 Sheet Flow, SF2A, Lawn n= 0.240 P2= 3.43" 8.5 67 0.1870 0.13 Sheet Flow, SF2B, Woods n= 0.600 P2= 3.43" 10.5 94 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 175HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3A: Drainage Subarea #3A 'SA3' Runoff = 5.83 cfs @ 12.27 hrs, Volume= 26,944 cf, Depth= 5.40" Routed to Pond SW3 : Stormwater Basin #3A 'SW3A' 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 * 15,836 98 Bldgs./Impervious * 454 86 Open Deck (est.), HSG C * 39,826 74 Lawn, Good, HSG C * 3,756 70 Woods, Good, HSG C 59,872 80 Weighted Average 44,036 74 73.55% Pervious Area 15,836 98 26.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 89 0.0730 0.10 Sheet Flow, SF3A, Woods n= 0.600 P2= 3.43" 3.4 61 0.2380 0.29 Sheet Flow, SF3B, Lawn n= 0.240 P2= 3.43" 0.3 105 0.1030 5.17 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 0.6 84 0.0120 2.22 Shallow Concentrated Flow, SCF3B, Paved Paved Kv= 20.3 fps 19.9 339 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 176HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA3B: Drainage Subarea #3B 'SA3B' Runoff = 17.08 cfs @ 12.32 hrs, Volume= 83,237 cf, Depth= 4.48" 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 * 20,031 98 Bldgs./Impervious * 596 92 Compact Gravel (est.), HSG C * 1,211 86 Open Deck (est.), HSG C * 478 61 Lawn, Good, HSG B * 108,649 74 Lawn, Good, HSG C * 32,649 55 Woods, Good, HSG B * 59,120 70 Woods, Good, HSG C 222,734 72 Weighted Average 202,703 70 91.01% Pervious Area 20,031 98 8.99% 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" 2.0 581 0.0930 4.91 Shallow Concentrated Flow, SCF3A, Unpaved Unpaved Kv= 16.1 fps 23.0 731 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 177HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment SA4: Drainage Subarea #4 'SA4' Runoff = 0.77 cfs @ 12.15 hrs, Volume= 2,776 cf, Depth= 4.48" 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 * 4,292 74 Lawn, Good, HSG C * 3,136 70 Woods, Good, HSG C 7,428 72 Weighted Average 7,428 72 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 150 0.0920 0.24 Sheet Flow, SF4A, Lawn n= 0.240 P2= 3.43" 0.3 83 0.1110 5.36 Shallow Concentrated Flow, SCF4A, Woods Unpaved Kv= 16.1 fps 10.7 233 Total Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 178HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW1: Infiltration Trench (SWM-A) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 5.63" for 100-Year event Inflow = 2.19 cfs @ 12.14 hrs, Volume= 7,918 cf Outflow = 2.19 cfs @ 12.14 hrs, Volume= 7,918 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 6.93 hrs, Volume= 707 cf Primary = 2.18 cfs @ 12.14 hrs, Volume= 7,211 cf Routed to Link AL1 : Analysis Line #1 (Southeastern PL) Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 361.23' @ 12.14 hrs Surf.Area= 372 sf Storage= 183 cf Plug-Flow detention time= 21.1 min calculated for 7,918 cf (100% of inflow) Center-of-Mass det. time= 21.0 min ( 824.0 - 802.9 ) Volume Invert Avail.Storage Storage Description #1 360.00' 818 cf 2.00'W x 186.00'L x 5.50'H Prismatoid 2,046 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Primary 361.00'6.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 360.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 6.93 hrs HW=360.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.17 cfs @ 12.14 hrs HW=361.23' (Free Discharge) 1=Sharp-Crested Rectangular Weir (Weir Controls 2.17 cfs @ 1.57 fps) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 179HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 360.00 0.00 0.00 0.00 360.10 0.01 0.01 0.00 360.20 0.01 0.01 0.00 360.30 0.01 0.01 0.00 360.40 0.01 0.01 0.00 360.50 0.01 0.01 0.00 360.60 0.01 0.01 0.00 360.70 0.01 0.01 0.00 360.80 0.01 0.01 0.00 360.90 0.01 0.01 0.00 361.00 0.01 0.01 0.00 361.10 0.63 0.01 0.62 361.20 1.75 0.01 1.74 361.30 3.20 0.01 3.19 361.40 4.91 0.01 4.90 361.50 6.83 0.01 6.82 361.60 8.94 0.01 8.94 361.70 11.23 0.01 11.22 361.80 13.67 0.01 13.66 361.90 16.26 0.01 16.25 362.00 18.97 0.01 18.97 362.10 21.81 0.01 21.81 362.20 24.77 0.01 24.76 362.30 27.83 0.01 27.82 362.40 30.99 0.01 30.98 362.50 34.25 0.01 34.24 362.60 37.60 0.01 37.59 362.70 41.03 0.01 41.02 362.80 44.55 0.01 44.54 362.90 48.14 0.01 48.13 363.00 51.80 0.01 51.79 363.10 55.54 0.01 55.53 363.20 59.34 0.01 59.33 363.30 63.20 0.01 63.19 363.40 67.12 0.01 67.11 363.50 71.10 0.01 71.09 363.60 75.13 0.01 75.13 363.70 79.22 0.01 79.21 363.80 83.35 0.01 83.35 363.90 87.54 0.01 87.53 364.00 91.76 0.01 91.75 364.10 96.03 0.01 96.02 364.20 100.34 0.01 100.33 364.30 104.69 0.01 104.68 364.40 109.07 0.01 109.06 364.50 113.49 0.01 113.48 364.60 117.94 0.01 117.93 364.70 122.42 0.01 122.42 364.80 126.94 0.01 126.93 364.90 131.48 0.01 131.47 365.00 136.04 0.01 136.03 365.10 140.63 0.01 140.62 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 365.20 145.24 0.01 145.24 365.30 149.88 0.01 149.87 365.40 154.53 0.01 154.52 365.50 159.21 0.01 159.20 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 180HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW1: Infiltration Trench (SWM-A) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 360.00 372 0 360.10 372 15 360.20 372 30 360.30 372 45 360.40 372 60 360.50 372 74 360.60 372 89 360.70 372 104 360.80 372 119 360.90 372 134 361.00 372 149 361.10 372 164 361.20 372 179 361.30 372 193 361.40 372 208 361.50 372 223 361.60 372 238 361.70 372 253 361.80 372 268 361.90 372 283 362.00 372 298 362.10 372 312 362.20 372 327 362.30 372 342 362.40 372 357 362.50 372 372 362.60 372 387 362.70 372 402 362.80 372 417 362.90 372 432 363.00 372 446 363.10 372 461 363.20 372 476 363.30 372 491 363.40 372 506 363.50 372 521 363.60 372 536 363.70 372 551 363.80 372 565 363.90 372 580 364.00 372 595 364.10 372 610 364.20 372 625 364.30 372 640 364.40 372 655 364.50 372 670 364.60 372 684 364.70 372 699 364.80 372 714 364.90 372 729 365.00 372 744 365.10 372 759 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 365.20 372 774 365.30 372 789 365.40 372 804 365.50 372 818 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 181HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2A: Stormwater Basin #2A 'SW2A' Inflow Area = 467,771 sf, 18.44% Impervious, Inflow Depth = 5.17" for 100-Year event Inflow = 40.73 cfs @ 12.32 hrs, Volume= 201,516 cf Outflow = 40.70 cfs @ 12.33 hrs, Volume= 201,516 cf, Atten= 0%, Lag= 0.5 min Discarded = 0.07 cfs @ 12.33 hrs, Volume= 6,558 cf Primary = 40.63 cfs @ 12.33 hrs, Volume= 194,958 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2B : Stormwater Basin #2B 'SW2B' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 356.45' @ 12.33 hrs Surf.Area= 3,049 sf Storage= 4,663 cf Plug-Flow detention time= 24.1 min calculated for 201,516 cf (100% of inflow) Center-of-Mass det. time= 24.1 min ( 849.0 - 824.9 ) Volume Invert Avail.Storage Storage Description #1 354.00' 6,490 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 354.00 689 0 0 355.00 1,735 1,212 1,212 356.00 2,625 2,180 3,392 357.00 3,571 3,098 6,490 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 Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 354.00'1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.33 hrs HW=356.45' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=40.64 cfs @ 12.33 hrs HW=356.45' (Free Discharge) 1=Outlet Pipe (Passes 40.64 cfs of 48.89 cfs potential flow) 2=Orifice (Orifice Controls 6.36 cfs @ 3.18 fps) 3=Grate (Orifice Controls 34.29 cfs @ 2.14 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=354.00' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 182HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 354.00 0.00 0.00 0.00 0.00 354.10 0.02 0.02 0.00 0.00 354.20 0.02 0.02 0.00 0.00 354.30 0.02 0.02 0.00 0.00 354.40 0.03 0.03 0.00 0.00 354.50 0.03 0.03 0.00 0.00 354.60 0.03 0.03 0.00 0.00 354.70 0.03 0.03 0.00 0.00 354.80 0.04 0.04 0.00 0.00 354.90 0.04 0.04 0.00 0.00 355.00 0.04 0.04 0.00 0.00 355.10 0.04 0.04 0.00 0.00 355.20 0.04 0.04 0.00 0.00 355.30 0.05 0.05 0.00 0.00 355.40 0.05 0.05 0.00 0.00 355.50 0.05 0.05 0.00 0.00 355.60 0.05 0.05 0.00 0.00 355.70 0.05 0.05 0.00 0.00 355.80 0.20 0.06 0.14 0.00 355.90 0.80 0.06 0.75 0.00 356.00 1.67 0.06 1.60 0.00 356.10 2.72 0.06 2.66 0.00 356.20 3.94 0.07 3.88 0.00 356.30 22.39 0.07 22.32 0.00 356.40 35.89 0.07 35.82 0.00 356.50 45.33 0.07 45.25 0.00 356.60 50.87 0.07 49.25 1.55 356.70 53.93 0.08 49.48 4.38 356.80 57.82 0.08 49.71 8.03 356.90 62.36 0.08 49.94 12.34 357.00 67.48 0.08 50.17 17.23 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 183HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2A: Stormwater Basin #2A 'SW2A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 354.00 689 0 354.05 741 36 354.10 794 74 354.15 846 115 354.20 898 159 354.25 951 205 354.30 1,003 254 354.35 1,055 305 354.40 1,107 359 354.45 1,160 416 354.50 1,212 475 354.55 1,264 537 354.60 1,317 602 354.65 1,369 669 354.70 1,421 739 354.75 1,474 811 354.80 1,526 886 354.85 1,578 964 354.90 1,630 1,044 354.95 1,683 1,127 355.00 1,735 1,212 355.05 1,780 1,300 355.10 1,824 1,390 355.15 1,868 1,482 355.20 1,913 1,577 355.25 1,958 1,674 355.30 2,002 1,773 355.35 2,047 1,874 355.40 2,091 1,977 355.45 2,135 2,083 355.50 2,180 2,191 355.55 2,225 2,301 355.60 2,269 2,413 355.65 2,313 2,528 355.70 2,358 2,645 355.75 2,403 2,764 355.80 2,447 2,885 355.85 2,492 3,008 355.90 2,536 3,134 355.95 2,580 3,262 356.00 2,625 3,392 356.05 2,672 3,524 356.10 2,720 3,659 356.15 2,767 3,796 356.20 2,814 3,936 356.25 2,862 4,078 356.30 2,909 4,222 356.35 2,956 4,369 356.40 3,003 4,518 356.45 3,051 4,669 356.50 3,098 4,823 356.55 3,145 4,979 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 356.60 3,193 5,137 356.65 3,240 5,298 356.70 3,287 5,461 356.75 3,335 5,627 356.80 3,382 5,795 356.85 3,429 5,965 356.90 3,476 6,138 356.95 3,524 6,313 357.00 3,571 6,490 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 184HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2B: Stormwater Basin #2B 'SW2B' [79] Warning: Submerged Pond SW2A Primary device # 1 INLET by 1.98' Inflow Area = 492,286 sf, 17.68% Impervious, Inflow Depth = 4.99" for 100-Year event Inflow = 41.85 cfs @ 12.32 hrs, Volume= 204,817 cf Outflow = 40.21 cfs @ 12.39 hrs, Volume= 204,817 cf, Atten= 4%, Lag= 4.1 min Discarded = 0.26 cfs @ 12.39 hrs, Volume= 35,430 cf Primary = 39.96 cfs @ 12.39 hrs, Volume= 169,386 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Pond SW2C : Stormwater Basin #2C 'SW2C' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 346.98' @ 12.39 hrs Surf.Area= 11,189 sf Storage= 29,775 cf Plug-Flow detention time= 199.9 min calculated for 204,788 cf (100% of inflow) Center-of-Mass det. time= 200.1 min ( 1,029.4 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 343.50' 35,844 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 343.50 6,043 0 0 344.00 6,741 3,196 3,196 345.00 8,179 7,460 10,656 346.00 9,674 8,927 19,583 347.00 11,225 10,450 30,032 347.50 12,022 5,812 35,844 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 1 346.25'48.0" W x 6.0" H Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 346.75'48.0" x 48.0" Horiz. Grate C= 0.600 #4 Secondary 347.00'15.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 343.50'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 185HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.26 cfs @ 12.39 hrs HW=346.98' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.26 cfs) Primary OutFlow Max=39.96 cfs @ 12.39 hrs HW=346.98' (Free Discharge) 1=Outlet Pipe (Inlet Controls 39.96 cfs @ 12.72 fps) 2=Orifice (Passes < 6.57 cfs potential flow) 3=Grate (Passes < 36.70 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=343.50' (Free Discharge) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 186HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 343.50 0.00 0.00 0.00 0.00 343.60 0.14 0.14 0.00 0.00 343.70 0.15 0.15 0.00 0.00 343.80 0.15 0.15 0.00 0.00 343.90 0.15 0.15 0.00 0.00 344.00 0.16 0.16 0.00 0.00 344.10 0.16 0.16 0.00 0.00 344.20 0.16 0.16 0.00 0.00 344.30 0.17 0.17 0.00 0.00 344.40 0.17 0.17 0.00 0.00 344.50 0.17 0.17 0.00 0.00 344.60 0.18 0.18 0.00 0.00 344.70 0.18 0.18 0.00 0.00 344.80 0.18 0.18 0.00 0.00 344.90 0.19 0.19 0.00 0.00 345.00 0.19 0.19 0.00 0.00 345.10 0.19 0.19 0.00 0.00 345.20 0.20 0.20 0.00 0.00 345.30 0.20 0.20 0.00 0.00 345.40 0.20 0.20 0.00 0.00 345.50 0.21 0.21 0.00 0.00 345.60 0.21 0.21 0.00 0.00 345.70 0.21 0.21 0.00 0.00 345.80 0.22 0.22 0.00 0.00 345.90 0.22 0.22 0.00 0.00 346.00 0.22 0.22 0.00 0.00 346.10 0.23 0.23 0.00 0.00 346.20 0.23 0.23 0.00 0.00 346.30 0.38 0.23 0.14 0.00 346.40 0.98 0.24 0.75 0.00 346.50 1.85 0.24 1.60 0.00 346.60 2.90 0.25 2.66 0.00 346.70 4.13 0.25 3.88 0.00 346.80 22.57 0.25 22.32 0.00 346.90 36.08 0.26 35.82 0.00 347.00 40.28 0.26 40.02 0.00 347.10 42.12 0.26 40.31 1.55 347.20 45.23 0.27 40.59 4.38 347.30 49.17 0.27 40.87 8.03 347.40 53.77 0.27 41.15 12.34 347.50 58.93 0.28 41.43 17.23 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 187HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2B: Stormwater Basin #2B 'SW2B' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.50 6,043 0 343.55 6,113 304 343.60 6,183 611 343.65 6,252 922 343.70 6,322 1,237 343.75 6,392 1,554 343.80 6,462 1,876 343.85 6,532 2,201 343.90 6,601 2,529 343.95 6,671 2,861 344.00 6,741 3,196 344.05 6,813 3,535 344.10 6,885 3,877 344.15 6,957 4,223 344.20 7,029 4,573 344.25 7,101 4,926 344.30 7,172 5,283 344.35 7,244 5,643 344.40 7,316 6,007 344.45 7,388 6,375 344.50 7,460 6,746 344.55 7,532 7,121 344.60 7,604 7,499 344.65 7,676 7,881 344.70 7,748 8,267 344.75 7,820 8,656 344.80 7,891 9,049 344.85 7,963 9,445 344.90 8,035 9,845 344.95 8,107 10,249 345.00 8,179 10,656 345.05 8,254 11,067 345.10 8,329 11,481 345.15 8,403 11,900 345.20 8,478 12,322 345.25 8,553 12,747 345.30 8,628 13,177 345.35 8,702 13,610 345.40 8,777 14,047 345.45 8,852 14,488 345.50 8,927 14,932 345.55 9,001 15,381 345.60 9,076 15,833 345.65 9,151 16,288 345.70 9,225 16,748 345.75 9,300 17,211 345.80 9,375 17,678 345.85 9,450 18,148 345.90 9,524 18,623 345.95 9,599 19,101 346.00 9,674 19,583 346.05 9,752 20,068 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 346.10 9,829 20,558 346.15 9,907 21,051 346.20 9,984 21,548 346.25 10,062 22,049 346.30 10,139 22,554 346.35 10,217 23,063 346.40 10,294 23,576 346.45 10,372 24,093 346.50 10,450 24,613 346.55 10,527 25,138 346.60 10,605 25,666 346.65 10,682 26,198 346.70 10,760 26,734 346.75 10,837 27,274 346.80 10,915 27,818 346.85 10,992 28,366 346.90 11,070 28,917 346.95 11,147 29,473 347.00 11,225 30,032 347.05 11,305 30,595 347.10 11,384 31,162 347.15 11,464 31,734 347.20 11,544 32,309 347.25 11,624 32,888 347.30 11,703 33,471 347.35 11,783 34,058 347.40 11,863 34,650 347.45 11,942 35,245 347.50 12,022 35,844 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 188HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW2C: Stormwater Basin #2C 'SW2C' [79] Warning: Submerged Pond SW2B Primary device # 1 INLET by 3.98' Inflow Area = 506,174 sf, 17.19% Impervious, Inflow Depth = 4.14" for 100-Year event Inflow = 40.57 cfs @ 12.30 hrs, Volume= 174,839 cf Outflow = 31.07 cfs @ 12.55 hrs, Volume= 174,839 cf, Atten= 23%, Lag= 15.2 min Discarded = 0.20 cfs @ 12.55 hrs, Volume= 10,002 cf Primary = 30.87 cfs @ 12.55 hrs, Volume= 164,837 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= 342.98' @ 12.55 hrs Surf.Area= 8,657 sf Storage= 28,751 cf Plug-Flow detention time= 39.7 min calculated for 174,815 cf (100% of inflow) Center-of-Mass det. time= 39.9 min ( 885.4 - 845.5 ) Volume Invert Avail.Storage Storage Description #1 338.00' 38,267 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 338.00 3,119 0 0 339.00 4,119 3,619 3,619 340.00 5,175 4,647 8,266 341.00 6,288 5,732 13,998 342.00 7,458 6,873 20,871 343.00 8,684 8,071 28,942 344.00 9,966 9,325 38,267 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 1 339.15'48.0" W x 6.0" H Vert. Low level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 340.90'48.0" W x 6.0" H Vert. High Level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 342.00'48.0" x 48.0" Horiz. Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 343.00'15.0' long Spillway 2 End Contraction(s) #6 Discarded 338.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 189HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.20 cfs @ 12.55 hrs HW=342.98' (Free Discharge) 6=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=30.87 cfs @ 12.55 hrs HW=342.98' (Free Discharge) 1=Outlet Pipe (Inlet Controls 30.87 cfs @ 12.83 fps) 2=Low level Orifice (Passes < 18.21 cfs potential flow) 3=High Level Orifice (Passes < 13.01 cfs potential flow) 4=Grate (Passes < 50.58 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=338.00' (Free Discharge) 5=Spillway ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 190HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 338.00 0.00 0.00 0.00 0.00 338.20 0.08 0.08 0.00 0.00 338.40 0.08 0.08 0.00 0.00 338.60 0.09 0.09 0.00 0.00 338.80 0.09 0.09 0.00 0.00 339.00 0.10 0.10 0.00 0.00 339.20 0.24 0.10 0.14 0.00 339.40 1.71 0.11 1.60 0.00 339.60 3.99 0.11 3.88 0.00 339.80 6.10 0.11 5.98 0.00 340.00 7.52 0.12 7.40 0.00 340.20 8.70 0.12 8.58 0.00 340.40 9.73 0.13 9.60 0.00 340.60 10.67 0.14 10.53 0.00 340.80 11.52 0.14 11.38 0.00 341.00 12.72 0.15 12.57 0.00 341.20 15.17 0.15 15.02 0.00 341.40 18.31 0.16 18.15 0.00 341.60 20.81 0.16 20.65 0.00 341.80 22.79 0.17 22.63 0.00 342.00 24.54 0.17 24.37 0.00 342.20 29.30 0.18 29.13 0.00 342.40 29.77 0.18 29.58 0.00 342.60 30.22 0.19 30.03 0.00 342.80 30.67 0.20 30.48 0.00 343.00 31.11 0.20 30.91 0.00 343.20 35.93 0.21 31.34 4.38 343.40 44.33 0.21 31.77 12.34 343.60 55.02 0.22 32.19 22.61 343.80 67.55 0.22 32.60 34.72 344.00 81.64 0.23 33.01 48.40 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 191HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW2C: Stormwater Basin #2C 'SW2C' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 338.00 3,119 0 338.10 3,219 317 338.20 3,319 644 338.30 3,419 981 338.40 3,519 1,328 338.50 3,619 1,685 338.60 3,719 2,051 338.70 3,819 2,428 338.80 3,919 2,815 338.90 4,019 3,212 339.00 4,119 3,619 339.10 4,225 4,036 339.20 4,330 4,464 339.30 4,436 4,902 339.40 4,541 5,351 339.50 4,647 5,811 339.60 4,753 6,280 339.70 4,858 6,761 339.80 4,964 7,252 339.90 5,069 7,754 340.00 5,175 8,266 340.10 5,286 8,789 340.20 5,398 9,323 340.30 5,509 9,869 340.40 5,620 10,425 340.50 5,732 10,993 340.60 5,843 11,571 340.70 5,954 12,161 340.80 6,065 12,762 340.90 6,177 13,374 341.00 6,288 13,998 341.10 6,405 14,632 341.20 6,522 15,278 341.30 6,639 15,937 341.40 6,756 16,606 341.50 6,873 17,288 341.60 6,990 17,981 341.70 7,107 18,686 341.80 7,224 19,402 341.90 7,341 20,131 342.00 7,458 20,871 342.10 7,581 21,622 342.20 7,703 22,387 342.30 7,826 23,163 342.40 7,948 23,952 342.50 8,071 24,753 342.60 8,194 25,566 342.70 8,316 26,391 342.80 8,439 27,229 342.90 8,561 28,079 343.00 8,684 28,942 343.10 8,812 29,816 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 343.20 8,940 30,704 343.30 9,069 31,604 343.40 9,197 32,518 343.50 9,325 33,444 343.60 9,453 34,383 343.70 9,581 35,334 343.80 9,710 36,299 343.90 9,838 37,276 344.00 9,966 38,267 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 192HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW3: Stormwater Basin #3A 'SW3A' Inflow Area = 59,872 sf, 26.45% Impervious, Inflow Depth = 5.40" for 100-Year event Inflow = 5.83 cfs @ 12.27 hrs, Volume= 26,944 cf Outflow = 4.60 cfs @ 12.42 hrs, Volume= 26,944 cf, Atten= 21%, Lag= 9.1 min Discarded = 0.07 cfs @ 12.42 hrs, Volume= 3,926 cf Primary = 4.53 cfs @ 12.42 hrs, Volume= 23,018 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= 391.07' @ 12.42 hrs Surf.Area= 2,968 sf Storage= 6,004 cf Plug-Flow detention time= 83.2 min calculated for 26,940 cf (100% of inflow) Center-of-Mass det. time= 83.3 min ( 900.3 - 816.9 ) Volume Invert Avail.Storage Storage Description #1 388.00' 9,083 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 388.00 765 0 0 389.00 1,690 1,228 1,228 390.00 2,276 1,983 3,211 391.00 2,922 2,599 5,810 392.00 3,625 3,274 9,083 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 1 389.00'6.0" W x 4.0" H Vert. Low-level Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 390.00'18.0" W x 4.0" H Vert. Mid-level Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 390.75'24.0" W x 6.0" H Vert. High-level 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 391.50'10.0' long x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 #7 Discarded 388.00'1.000 in/hr Exfiltration over Surface area Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 193HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.07 cfs @ 12.42 hrs HW=391.07' (Free Discharge) 7=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=4.53 cfs @ 12.42 hrs HW=391.07' (Free Discharge) 1=Outlet Pipe (Passes 4.53 cfs of 13.13 cfs potential flow) 2=Low-level Orifice (Orifice Controls 1.11 cfs @ 6.63 fps) 3=Mid-level Orifice (Orifice Controls 2.28 cfs @ 4.56 fps) 4=High-level Orifice (Orifice Controls 1.14 cfs @ 1.80 fps) 5=Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=388.00' (Free Discharge) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 194HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Discharge for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) Secondary (cfs) 388.00 0.00 0.00 0.00 0.00 388.10 0.02 0.02 0.00 0.00 388.20 0.02 0.02 0.00 0.00 388.30 0.02 0.02 0.00 0.00 388.40 0.03 0.03 0.00 0.00 388.50 0.03 0.03 0.00 0.00 388.60 0.03 0.03 0.00 0.00 388.70 0.03 0.03 0.00 0.00 388.80 0.03 0.03 0.00 0.00 388.90 0.04 0.04 0.00 0.00 389.00 0.04 0.04 0.00 0.00 389.10 0.09 0.04 0.05 0.00 389.20 0.19 0.04 0.14 0.00 389.30 0.31 0.04 0.26 0.00 389.40 0.42 0.04 0.38 0.00 389.50 0.50 0.05 0.46 0.00 389.60 0.57 0.05 0.52 0.00 389.70 0.63 0.05 0.58 0.00 389.80 0.69 0.05 0.64 0.00 389.90 0.74 0.05 0.69 0.00 390.00 0.78 0.05 0.73 0.00 390.10 0.98 0.05 0.93 0.00 390.20 1.30 0.06 1.25 0.00 390.30 1.70 0.06 1.64 0.00 390.40 2.08 0.06 2.03 0.00 390.50 2.36 0.06 2.30 0.00 390.60 2.60 0.06 2.53 0.00 390.70 2.81 0.06 2.74 0.00 390.80 3.07 0.06 3.01 0.00 390.90 3.55 0.07 3.49 0.00 391.00 4.15 0.07 4.08 0.00 391.10 4.84 0.07 4.77 0.00 391.20 5.60 0.07 5.53 0.00 391.30 13.51 0.07 13.44 0.00 391.40 13.65 0.07 13.57 0.00 391.50 13.77 0.08 13.70 0.00 391.60 14.70 0.08 13.83 0.80 391.70 16.29 0.08 13.95 2.26 391.80 18.36 0.08 14.08 4.21 391.90 20.83 0.08 14.20 6.55 392.00 23.76 0.08 14.32 9.35 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 195HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW3: Stormwater Basin #3A 'SW3A' Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 388.00 765 0 388.05 811 39 388.10 858 81 388.15 904 125 388.20 950 171 388.25 996 220 388.30 1,043 271 388.35 1,089 324 388.40 1,135 380 388.45 1,181 438 388.50 1,228 498 388.55 1,274 561 388.60 1,320 626 388.65 1,366 693 388.70 1,412 762 388.75 1,459 834 388.80 1,505 908 388.85 1,551 984 388.90 1,597 1,063 388.95 1,644 1,144 389.00 1,690 1,228 389.05 1,719 1,313 389.10 1,749 1,399 389.15 1,778 1,488 389.20 1,807 1,577 389.25 1,837 1,668 389.30 1,866 1,761 389.35 1,895 1,855 389.40 1,924 1,950 389.45 1,954 2,047 389.50 1,983 2,146 389.55 2,012 2,246 389.60 2,042 2,347 389.65 2,071 2,450 389.70 2,100 2,554 389.75 2,130 2,660 389.80 2,159 2,767 389.85 2,188 2,876 389.90 2,217 2,986 389.95 2,247 3,097 390.00 2,276 3,211 390.05 2,308 3,325 390.10 2,341 3,441 390.15 2,373 3,559 390.20 2,405 3,679 390.25 2,438 3,800 390.30 2,470 3,922 390.35 2,502 4,047 390.40 2,534 4,173 390.45 2,567 4,300 390.50 2,599 4,429 390.55 2,631 4,560 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 390.60 2,664 4,692 390.65 2,696 4,826 390.70 2,728 4,962 390.75 2,761 5,099 390.80 2,793 5,238 390.85 2,825 5,378 390.90 2,857 5,521 390.95 2,890 5,664 391.00 2,922 5,810 391.05 2,957 5,956 391.10 2,992 6,105 391.15 3,027 6,256 391.20 3,063 6,408 391.25 3,098 6,562 391.30 3,133 6,718 391.35 3,168 6,875 391.40 3,203 7,035 391.45 3,238 7,196 391.50 3,274 7,358 391.55 3,309 7,523 391.60 3,344 7,689 391.65 3,379 7,857 391.70 3,414 8,027 391.75 3,449 8,199 391.80 3,484 8,372 391.85 3,520 8,547 391.90 3,555 8,724 391.95 3,590 8,903 392.00 3,625 9,083 Type III 24-hr 100-Year Rainfall=7.76"2025-0197 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 196HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL1: Analysis Line #1 (Southeastern PL) Inflow Area = 16,871 sf, 31.47% Impervious, Inflow Depth = 5.13" for 100-Year event Inflow = 2.18 cfs @ 12.14 hrs, Volume= 7,211 cf Primary = 2.18 cfs @ 12.14 hrs, Volume= 7,211 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 197HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL2: Analysis Line #2 (Wetlands) Inflow Area = 512,734 sf, 16.97% Impervious, Inflow Depth = 3.92" for 100-Year event Inflow = 31.07 cfs @ 12.54 hrs, Volume= 167,351 cf Primary = 31.07 cfs @ 12.54 hrs, Volume= 167,351 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 198HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL3: Analysis Line #3 (Northern PL) Inflow Area = 282,606 sf, 12.69% Impervious, Inflow Depth = 4.51" for 100-Year event Inflow = 21.18 cfs @ 12.34 hrs, Volume= 106,255 cf Primary = 21.18 cfs @ 12.34 hrs, Volume= 106,255 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 199HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link AL4: Analysis Line #4 (Northeastern PL) Inflow Area = 7,428 sf, 0.00% Impervious, Inflow Depth = 4.48" for 100-Year event Inflow = 0.77 cfs @ 12.15 hrs, Volume= 2,776 cf Primary = 0.77 cfs @ 12.15 hrs, Volume= 2,776 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 - PROP WSHD - SUBM 7-10-25 Printed 7/10/2025Prepared by HH Engineering Assoc Page 200HydroCAD® 10.20-7a s/n 12772 © 2025 HydroCAD Software Solutions LLC Summary for Link ALL: ALL Inflow Area = 819,639 sf, 15.64% Impervious, Inflow Depth = 4.15" for 100-Year event Inflow = 52.48 cfs @ 12.35 hrs, Volume= 283,593 cf Primary = 52.48 cfs @ 12.35 hrs, Volume= 283,593 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs OH E OH E OH E OH E OH E OHE OH E OH E OH E OH E OHE 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 SAN SA N SAN SA N SAN SAN SA N SAN SAN SA N SAN SA N SA N SAN SA N SAN STM STM STM STM 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 41 4 41 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 DRIV 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 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=393.87 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 GƂeeœőaœvijlle Ave. Sƞijte 201 MƼƊtijc, CT 06355 860-980-8008 ƶƶƶ.ĮĮ-eœħijœeeƂƊ.coő 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 24 - 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 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 : 7/ 1 0 / 2 0 2 5 3 : 4 0 P M P l o t t e d : 7/ 1 0 / 2 0 2 5 3 : 4 0 P M OHE OH E OHE OH E OH E OH E OHE OH E OH E OH E OHE OH E OH E OH E OHE OH E OH E X X X X X X X OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE X X X X X X SA N SAN SA N SAN SAN SA N SAN SAN SA N SAN SA N SAN SA N SA N SAN SA N SAN SAN SA N SAN STM STM STM STM 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 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 41 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' 62D 'B'47C 'C/D' 47C '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 EXISTING SMH TF=401.34 INV 10" PVC=394.44 INV 10" PVC=389.86 IP S EXISTING SMH TF=369.66 FL=359.16 EXISTING SMH TF=337.17 FL=328.05 EXISTING SMH TF=433.07 EXISTING SMH TF=435.45 EXI S T I N G RES 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 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=393.87 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 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 3 6 5 3 7 0 3 8 0 3 9 0 380 375 385 385 380 405 405 380 385 375 370 365 380 3 8 0 370 375 375 370 370 365 385 380 385 360370 365 360 3 7 0 3 6 5 3 6 0 355 38 0 375 366 367 368 364 363 361 3 6 3 3 6 4 3 6 6 3 6 7 3 6 8 3 6 9 3 7 1 3 7 2 3 7 3 3 7 4 3 7 8 3 8 2 383 3 8 4 3 8 6 397 38 3 397 379 381 382 384 369 364 364 363 366 354 3 6 1 365 343.5 345 350 355357357 355 335 340 344344 340338 338 340 345347 347 345 332 334 3 4 5 3 4 8 3 4 4 3 4 4 3 4 5 3 4 7 3 4 7 3 4 5 338340 344344 3 6 2 3 7 5 3 7 6 3 7 7 3 7 9 3 8 1 3 8 2 3 8 3 3 8 5 3 8 7 3 8 8 3 8 9 3 9 0 3 9 1 3 9 2 3 9 3 3 9 4 3 9 5 395 396 388 389 390 391 392 393 394 395 396 397 39 8 400 405 410 415 4 0 0 4 0 4 403 4 0 2 40 1 4 0 0 39 9 3 9 8 410 415 400 410 405 400 120 415 410 405 400 40 0 4 0 5 4 1 0 415 400 395 390 388 390 390 385 392 392 390 385 390 390 385 394 393 39 3 39 2 391 3 9 7 3 9 6 3 9 5 396 396 391 390 383 377 3 9 3 3 8 7 3 8 1 3 6 9 3 7 5 394 3 9 4 2 4 . 0 ' 15.0' 12.0' PROPOSED SUBAREA #1 'SA1' PROPOSED SUBAREA #2A 'SA2A' PROPOSED SUBAREA #4 'SA4' PROPOSED SUBAREA #3B 'SA3B' PROPOSED SUBAREA #3A 'SA3A' PROPOSED SUBAREA #2B 'SA2B' PROPOSED SUBAREA #2C 'SA2C' PROPOSED SUBAREA #2D 'SA2D' PROPOSED SUBAREA #3B 'SA3B' 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.) 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 GƂeeœőaœvijlle Ave. Sƞijte 201 MƼƊtijc, CT 06355 860-980-8008 ƶƶƶ.ĮĮ-eœħijœeeƂƊ.coő 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 24 - 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 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 : 7/ 1 0 / 2 0 2 5 3 : 3 7 P M P l o t t e d : 7/ 1 0 / 2 0 2 5 3 : 3 8 P M