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HomeMy WebLinkAboutStormwater Report & Operation Manaual - Complete Hydo-CADMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: when A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, (which h h hi Report R t St e Stormwater e wcsouprovide more substantive and detailed information use only the tab thP p ) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor - do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and tl certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: FaAamn• The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long -Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. I The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post -construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 8807.Stormwaler Check List • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post -Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature r JOHN C.i'(1GIL.1_Y C' t;IVl1:. NC7, i0i:(7Cl A . FC�SIONA��� Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ® New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment 8807.Stormwater Check List + 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ® Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage" versus curb and gutter conveyance and pipe ❑ Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ® Water Quality Swale ❑ Grass Channel ❑ Green Roof Deep sump catch basins, dry water quality swales & subsurface leaching ® Other (describe): galleys Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 8807.Stormwater Check List - 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100 -year 24-hour storm. ® Calculations provided to show that post -development peak discharge rates do not exceed pre - development rates for the 2 -year and 10 -year 24-hour storms. If evaluation shows that off-site flooding increases during the 100 -year 24-hour storm, calculations are also provided to show that post -development peak discharge rates do not exceed pre -development rates for the 100 -year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static ® Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. ' 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 8807.Stormwater Check List • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10 - year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long -Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long -Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long -Term Pollution Prevention Plan. ® A Long -Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ® Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ® is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. 8807.Stormwater Check List • 04/01/08 Stormwater Report Checklist - Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The Y" or 1" Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 6: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ❑ The NPDES Multi -Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ® The NPDES Multi -Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post -construction stormwater BMPs. ❑ The NPDES Multi -Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. 8807.Stormwater Check List • 04/01/08 Stormwater Report Checklist - Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi -family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi -family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; • Inspection and Maintenance Log Form. ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 8807.Stormwater Check List • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is notcovered by a NPDES Construction General Permit ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non -routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ® The Long -Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post -construction BMPs. 8807.Stormwater Check List • 04/01/08 Stormwater Report Checklist • Page 8 of 8 J.M. OREiLLY & AsSOCIATES, INC. PROFESSIONAL E' NGINErRING, LAND .SURVEYING & ENVIRONMENTAL SERVICES Site Development • Property Line • Subdivision • Sanitary • Land Court • Environmental Permitting STORMWATER MANAGEMENT REPORT WE OPERATIONS & MAINTENANCE MANUAL Miracle Way & Faith Road Cluster Subdivision Assessors' Map 125, Parcel 39, Route 6A Yarmouth, MA FEBRUARY 18, 2022 PREPARED FOR: THE DAVENPORT COMPANIES 20 NORTH MAIN STREET SOUTH YARMOUTH, MA 02664 J.M. O'REILLY & ASSOCIATES, INC. 1573 MAIN STREET P.O. BOX 1773 BREWSTER, MA 02631 508-896-6601 1573 MAIN STREET, P.O. Box 1773, BREWSTrR, MA o2631 • PHONE: (508) 896-66oi • FAX; (508) 896-6602 W W W.JMOREILLYASSOC.COM TABLE OF CONTENTS 1. Property Description and Information 2. Stormwater Management System Description 3. Massachusetts Stormwater Management Design Standards 4. Owner and Responsible Party 5. Schedule of Inspection and Maintenance of System 6. Schedule of Vegetation control for Roadway, Driveway & Sight Easement Areas 7. Long Term Lawn Care & Pollution Prevention Plan 8. Emergency Spill Cleanup Plan 9. APPENDICES APPENDIX A — Checklist for Stormwater Report APPENDIX B —TSS Removal Calculation Sheets APPENDIX C - HydroCAD Modeling Reports Page 2 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Property Description: — Lot Area: 15.30 acres (666,507 sf+/-) Parcel Improvements: The site is to be developed with a cluster subdivision which will contain (14) residential lots and an Open Space lot. Each residential lot will be developed with a (4) bedroom dwelling, for a total of (56) bedrooms. Wetlands: The parcel is abutted by a vegetated wetland at its Southwest corner. However the wetland is greater than 250' from the closest area of the parcel that is proposed for development. The wetland is on the far side of the 150' electrical easement, and is not within the same watershed as any of the developed portion of the parcel. Soils: The NRCS Soil Survey places the parcel within the soil unit 252C Soil, Carver Coarse Sand, 8 to 15 percent. Medium to coarse sands were found in all preliminary test holes conducted on the site. Groundwater: The USGS Cape Cod Groundwater Map places groundwater at approximately elevation 8. With the parcel's topography ranging from EL=72 at the hilltop to EL=28 at the low point near the West property line, the depth to groundwater to range from 20 to 64 feet below the existing grade. Perched groundwater was found at the bottom of test holes conducted within low areas. Maximum elevation of perched water found at EL=23. Zone Il: The parcel is not located within a Zone II Groundwater Recharge mapped area. Topography: The topography is hilly with a high point toward the back of the lot and the front portion of the lot sloping down toward Route 6A. Site Conditions: The existing lot is vacant woodlands directly adjacent to Route 6A. Stormwater Management System Description: . The proposed post -development stormwater management plan consists of: A main stormwater system that addresses the roadway, road shoulder and Swale areas; Secondary stormwater systems that address driveway and front yard areas, and a system of drywells to handle roof runoff from the 14 proposed dwellings. The roadway will use Cape Cod berms to control and pitch stormwater toward a network of offline catch basins (12 total). The catch basins then flow into a centralized conveyance system of pipe and manholes that outlet into two dry water quality swales. The Upper Swale, adjacent to the intersection of Miracle Way & Faith Road, routes overflow volume back into the conveyance system and into the Lower Swale, adjacent to the intersection of Miracle Way and Route 6A. Any overflow from the Lower Swale is then routed into a subsurface leaching galley. Landscaped areas and driveways are graded to direct stormwater runoff into a series of smaller dry water quality swales. Roof runoff will be directed into subsurface leaching facilities. Please see the Stormwater Contributory Area Plan for delineations of the site's contributory areas. Page 3 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 As shown in the HydroCAD Modeling report, all of the main and secondary stormwater systems are designed to collect and retain all runoff from their contributory areas for the 2, 10, 25 and 100 year storms. There are no stormwater recharge systems included for driveways in flat areas that do not flow off-site, as well as backyards and Open Space areas that do not slope toward developed portions of the lot. These non -recharge areas are responsible for the entirety of the, Post -Development Peak Discharge rate, as all recharge areas have been designed to retain all runoff for the 100 -Year Storm Event. Therefore, the Post - Development 100 -year Storm Peak Discharge Rate relative to Pre -Development conditions has decreased from 3.71 CFS to 2.41 CFS. The table below provides a comparison of the site -wide Pre- to Post - Development peak discharge rate for each storm event. Storm Event Pre -Development Peak Discharge Rate, cubic feet per second (ft3/sec) Post -Development Peak Discharge Rate, cubic feet per second (ft8/sec) 2 year 0 0 10 year 0.18 0.12 25 year 0.86 0.65 100 year 3.71 2.41 For HydroCAD modeling analysis of the stormwater systems, the following methods and assumptions were used: • Simple Dynamic • Rawls Rate of 8.27 in/hr for sands within the subsoil layers for subsurface leaching galleys. • Rawls Rate of 2.41 in/hr for the loamy sands in the upper soil layers for dry water quality swales. • Exfiltration has been assumed to occur along wetted surface area of bottom and walls/slopes. Stormwater Management System Specifications bV Contributory Area: Main Stormwater System, M1 (Upper system): • Roadway and shoulder runoff from the upper portion of Miracle Way & Faith Road directed via grading and cape cod berms to a series of catch basins (6 total). • Catch basins flow into a centralized conveyance system of pipe and manholes. Upper conveyance system includes (2) outfall pipes flowing into the Upper dry water quality Swale. • Landscaped and natural areas in the vicinity of the Swale will flow directly into the Swale. • Swale sized so that it will fill to a maximum 18" water depth during storm events before overflowing into (1) catch basin installed within the Swale with rim elevation 18" above bottom of Swale. Overflow enters into the Lower conveyance system to flow into the Lower dry water quality Swale (M2). Main Stormwater System, M2 (Lower system): • Roadway and shoulder runoff from the lower portion of Miracle Way directed via grading and cape cod berms to a series of catch basins (6 total). Page 4 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 • Catch basins flow into a centralized conveyance system of pipe and manholes. Lower conveyance system includes (2) outfall pipes flowing into the Lower dry water quality Swale. • Landscaped and natural areas in the vicinity of the Swale will flow directly into the Swale. • Swale sized so that it will fill to a maximum 18" water depth during storm events before overflowing into (1) catch basin installed within the Swale with rim elevation 18" above bottom of Swale. • Overflow enters into (1) 70' x 14' subsurface leaching facility consisting of (5) 6' diameter, 6' deep leach pits spaced 14' on center, with stone around. Leaching facility has been sized to retain 100 year storm runoff with no overflow. Roof Runoff, M3 (per dwelling): • Roof runoff for each dwelling will be directed via gutters and downspouts into two subsurface leaching facilities, one on each side of the dwelling. • Each leaching facility is 15.5' x 4.33' x 2.5', consisting of (2) Cultec Recharger 330XLHD Units set in series (stoneless system). • Roof runoff subsurface leaching facilities sized to retain 100 year storm runoff with no overflow. Secondary Stormwater Systems (Total of 7): • Driveway and front/side yard runoff flows directly into several dry water quality swales sited adjacent to driveway parking areas on residential lots. • Swales have a maximum depth of 2'. Swales have all been sized to retain 100 year storm runoff for their contributory areas, with no overflow. Page 5 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Erosion Control Plan - Temporary Siltation Barrier & Silt Socks: Prior to start of construction, a Stormwater Pollution Prevention Plan (SWPPP) will be prepared and a Notice of intent will be filed with the US EPA under the EPA NPDES Construction Stormwater program. • The SWPPP & NOI shall address the erosion controls necessary prior to and during construction. o The erosion controls shall include a row of staked 9 -inch straw wattles or an erosion (silt) fence surrounding the entire area to be disturbed. Erosion controls shall be installed around all areas of disturbance. • Once the driveway stormwater systems are installed, deep sump catch basins shall be fitted with filter fabric (silt socks) underneath the grates, to prevent silt and debris from clogging and/or damaging the dry water quality swales and subsurface leaching facility. • The erosion controls shall be monitored and corrected during the entire construction phase and until the site has been stabilized with ground cover and the proposed landscape. • Contractor shall be required to provide extra siltation controls in case a repair is needed to the straw wattles and/or catch basin filter fabric. Operational and maintenance plan is included herewith in order to address the long-term maintenance of the stormwater systems. Page 6 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Massachusetts Stormwater Management Design Standards: The following is a description of how the proposed project meets the Massachusetts Stormwater Handbook design standards. Standard 1 • No new untreated discharges: This standard is met since there are no new untreated stormwater discharges proposed. See Standards 4- 6 calculations. Standard 2• Maintain Pre -development peak discharge rate This standard has been met. All stormwater management systems are sized such that the post development peak discharge rate for the development site does not exceed the pre -development discharge rate for the 2 year -24 hour; 10 year -24 hour; 25 year -24 hour; and 100 year -24 hour storm events. As shown in the HydroCAD Modeling report, all of the main and secondary stormwater systems are designed to collectand retain all runoff from their contributory areas forthe 2, 10, 25 and 100 yearstorms. There are no stormwater recharge systems included for driveways in flat areas that do not flow off-site, as well as backyards and Open Space areas that do not slope toward developed portions of the lot. These non -recharge areas are responsible for the entirety of the Post -Development Peak Discharge rate, as all recharge areas have been designed to retain all runoff for the 100 -Year Storm Event. Therefore, the Post - Development 100 -year Storm Peak Discharge Rate relative to Pre -Development conditions has decreased from 3.71 CFS to 2.41 CFS. Standard 3: Groundwater Recharge: This standard is met. The proposed stormwater management systems are sized so that the total recharge volume provided exceeds the minimum groundwater recharge volume specified in the handbook and the proposed stormwater recharge galleys will drawdown within 72 hours of a storm event. In accordance with the MA Stormwater Manual, the required recharge volume factor (F) required across the impervious area (A) is 0.6 inches per hour for hydraulic soil group A soils. Coarse Sand (Rawls Rate: 8.27 inches per hour) has been used in the sizing of the stormwater recharge galleys. Refer to the HydroCAD Stormwater Modeling Report in Appendix. The required recharge volume is calculated based on the total pavement and roof areas on site. • Required Recharge Volume Rv= F x A = (0.6 in)(1 ft/12 in)(68,592 sf) = 3,430 cf (pavement and roofs) • Recharge Storage Provided (Subsurface leaching facilities) = 6,280 cf > 3,430 cf • The drawdown for the subsurface leaching facilities for the driveway/parking system and roof runoff is 24 hours <72 hour maximum allowance. Standard 4: Water Quality: This standard has been met. The roof runoff stormwater system will remove 80% of the annual load of Total Suspended Solids (TSS) via subsurface leaching facilities. The main stormwater system serving the roadway provides 78% TSS pretreatment removal of roadway runoff, and 96% total removal of roadway runoff. TSS removal calculation tables for roadway and roof runoff are included in the Appendix. In accordance with the MA Stormwater Manual, the required water quality depth (Dwq) across the Page 7 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 impervious area (A) is 1.0 inches per hour in areas containing soils with rapid infiltration rate greater than 2.4 in/hr. The required water quality volume is based on the total pavement area on site. ® Required Water Quality Volume Vwq = Dwq x A= (1.0 in)(1 ft/12 in)(50,560 sf) = 4,213 cf (pavement) Water Quality Storage Provided (Dry water quality swales) = 12,111 cf > 4,213 cf Standard 5• Land uses with higher potential pollutant loads• This standard has been met. The proposed condominium units are residential buildings. Prior to construction a NPDES Construction General Permit for stormwater discharges associated with construction activities will be completed and submitted. The Operation and Management Plan of the facility, as previously provided identifies the operational procedures for the reduction and elimination of potential exposure to hazardous materials. Standard 6• Stormwater discharges within Zone 11 or Interim Wellhead protection area of a public water supply and stormwater discharges near or to any critical area. This standard has been met. The 1 inch Required Water Quality Volume for discharges within a Groundwater Protection area has been met, see Standard 4 calculations. Standard 7: Redevelopment: This standard is not applicable given the new development within the site meets the performance standards of the Massachusetts Stormwater Design Standards. Standard 8: Construction Erosion Control Plan: The project is subject to the NPDES Construction General Permit. All applicable SWPPP and NOI submittals shall be completed and approvals issued prior to any work being started for the proposed development areas. Standard 9• Long Term Operation and Maintenance Plan: A long-term O&M plan has been submitted with this report, refer to Appendix. The Davenport Companies will operate and maintain the stormwater systems. Standard 10: Illicit Discharges: This standard is met since there are no illicit discharges at this site and no illicit discharges proposed. Page 8 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE GA, YARMOUTH, MA FEBRUARY 18, 2022 Owner and Responsible Party The owner and responsible party for Stormwater Pollution Control at Davenport Cluster Subdivision, Yarmouth, MA Owner: The Davenport Companies 20 North Main Street South Yarmouth, MA 02664 (508) 394-8800 Operator: The Davenport Companies 20 North Main Street South Yarmouth, MA 02664 (508) 394-8800 Page 9 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Schedule of Inspection and Maintenance of Stormwater Management Systems 1. The main stormwater systems serving the roadway requires regular attention in order to ensure the effectiveness of the systems. It is recommended that the drainage systems be inspected annually by a stormwater operation and maintenance professional in order to ensure that the system is properly maintained. Any deterioration threatening the structural integrity of the system shall immediately be repaired. 2. Paved areas shall be swept when necessary to remove debris and good housekeeping measures should be implemented throughout the site in order to keep the roadway clean of debris. 3. The hooded, deep -sump catch basins shall be inspected at least two times per year; at the end of foliage (approximately November 30") and snow removal (approximately March 3111) seasons. Sediments must be removed when the depth of deposits is greater than or equal to one half the depth of the sumps. All deep -sump catch basins shall be cleaned out via vacuum truck or other catch basin cleaning mechanism a minimum of once per year. 4. The subsurface leaching facility serving the roadway shall be inspected at least twice a year. Any debris that may clog the system must be removed. 5. The two larger dry water quality swales serving the roadway shall be inspected and mowed monthly. Inspect the grass side slopes and bottom for signs of erosion and formation of rills and gullies. Remove accumulated trash, debris and silt as needed and at time of inspection. 6. The seven smaller dry water quality swales serving individual lot driveway and yard space shall be the responsibility and shall be maintained by the owner of the lot the Swale is located on. Swales shall be inspected and mowed monthly. Remove accumulated trash, debris and silt as needed and at time of inspection. Estimate of annual operation and maintenance budget for common areas = $ 5,000 Page 10 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Schedule of Vegetation control for Roadway, Driveway & Sight Easement Areas 1. Roadway shoulders: The grassed shoulders areas within the right of ways for Miracle Way and Faith Road shall be mowed regularly during periods of growth, a minimum of once per month in late Spring, Summer and early Fall. Any trash and debris, such as fallen tree limbs or leaves, shall be removed on a regular basis. Shoulder areas shall be kept free of obstructions. 2. Sight Easements: The two sight easements areas adjacent to the entrance to Miracle Way must remain free of vegetation or any other obstructions greater than 2.5' in height, in order to allow sufficient visibility for drivers exiting Miracle Way onto Route 6A. Sight easements shall be mowed regularly during periods of growth, a minimum of once per month in late Spring, Summer and early Fall. Any trash and debris, such as fallen tree limbs or leaves, shall be removed on a regular basis. Sight easement areas shall be kept free of obstructions. Tree limbs and any other vegetation extending into the sight easement area from above shall be trimmed back to allow a 10' tall sight ease m ent 'window'. 3. Driveways: Each 10' wide paved driveway shall have surrounding vegetation trimmed back once every two years so that sufficient space is allowed for Fire Safety vehicle access. The required 'window' that shall remain clear of vegetation is 14' wide, 12' tall, with vegetation removal, extending a minimum of 2' beyond edge of pavement on either side of the driveways. Estimate of annual operation and maintenance budget for common areas = $ 12,000 Page 11 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Long Term Lawn Care & Pollution Prevention Plan Description of Pollutant Sources: • Light vehicle traffic — residential development • Lawn care products Source Control Best Management Practices • There shall be no storage of items or materials which will be subject to the weather. • Good housekeeping measures shall be implemented throughout the site in order to keep the road and driveways clean of debris. • Regularly sweep paved areas to remove debris and any other potential stormwater pollutants. • The use of winter de-icing sand and salt materials shall be minimized to the maximum extent practicable. • Winter de-icing sand and salt materials shall be stored indoors. • Snow storage shall be on paved surfaces. Immediately clean up any spillage on paved areas and dispose of wastes properly. • Application of any fertilizer or pesticide products shall be applied only by a state -licensed professional, using the product manufacturer's specified application rates. • . Fertilizer and/or pesticide products may only be used on lawn or garden areas, and shall not be used in any natural areas. • Fertilizer shall not be applied immediately prior to or during a heavy rainfall event. Fertilizer shall not be applied between November 12 and the following March 31. • Fertilizer shall not be applied, spilled or deposited on impervious surfaces or in a manner that allows it to enter into storm drains. • Fertilizer shall not be applied within 100 feet of any surface water or within the Zone I of a public drinking water well • Fertilizer containing phosphorus shall not be applied unless a soil test taken not more than three years before the proposed fertilizer application indicates that additional phosphorus is needed for growth of that turf, or unless establishing new turf or reestablishing or repairing turf after substantial damage or land disturbance. • A single application of fertilizer that contains nitrogen shall not exceed 1.0 pound of nitrogen per 1,000 square feet, shall consist of at least 20% slow-release nitrogen (SRN) fertilizer (NOTE: This represents the minimum percentage: use of higher SRN content is generally preferable, especially on sandy root zones, during stress and pre -stress periods, and when there are fewer annual applications of nitrogen made to a lawn) and the annual rate shall not exceed 3.2 pounds of actual nitrogen per thousand square feet. Single applications shall be done at intervals of no less than four weeks until the annual maximum is reached. Page 12 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Page 13 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Emergency Spill Cleanup Plan 1. The owner of the facility shall have a designated person with overall responsibility for spill response cleanup. 2. In the event of a spill the following shall be notified: A. Yarmouth Fire Department (508) 398-2212 (for a gasoline or hazardous material spill) 911 B. Massachusetts D.E.P. Emergency Response (800) 304-1133 C. Yarmouth Health Department (508) 398-2231 ext. 1240 3. Cleanup of spills shall begin immediately. Page 14 of 15 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 Condition Inspector Initials Item Inspected Date Time Good Clean-out Needed Repair Needed Repaired Date 0&M Log form records to be maintained by property manager for a minimum of three years Page 1s of 15 DAVENPORT CLUSTER SUBDIVISION -MIRACLE WAY & FAITH ROAD STORM WATER MANAGEMENT REPORT ASSESSORS' MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA FEBRUARY 18, 2022 � m OT � w (D N (D m (D N N v COo w ..O o 0 w Q O 0 3 � � n K (D K r« ._�+ n '00 O w O W N ® W 0 0 CL a 3 N 0 z o CL . .... ....... N N nmi o. o � O N O CNTI I O w LIJL m O 0 0 fn O I c n 0 O o o h O 0 wLLLILIL O w O w 0 cvi cn U) M fD O II � m OT � w (D N m (D N N v COo p U o 0 w Q- 0 3 0 0 3 K 0 O ((D�D ._�+ n '00 O w O W N ® W 0 0 CL a 3 m 0 z . CL . .... ....... O O H nmi o. 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O O O O O O O T n 0 0 H"""H 0 0 0 OO O O O LHL O O O O 00 0 0 0 0 0 0 0 0 HH"" r 40 OO QI O O O O O O O OLI LjL-H (U)V / r 0 w -n m W N 1 Z Q � > CO X w U CO C N -U o 0 0 O 0 N. w 3 tzn m 0 o n p n IOD_ '0 0 W O O O W n x O O O 'y 0 3 C O w c _ o o cDi 0 a O w. CO c m =O O T n p 'O C N -3 (D o 0 w ' w (D C G O w Cf) O w r 40 QI Q (U)V / r 0 w -n m 0 Q � C w N 0 0 0 Post -Development Pre-Develonment 1S 25 3S 4S 5S 6S 7S 9S traders eE-511 PWa a,�eE-521 Por'w lees ea -531 PWalGeer eJ-541 PWaleds ed -55 PVlalne� etl-561 PWa@.s ea -571 Watershed EnCle Ste j I 53 54 S5 I 57 Grassed Swale Grassetl Swale Grassetl Sw 'e Grasse Swale andd]Swale Grassed Swale Grassed Swale Learthrr,SI Ing -S2 La.=, Leach 9'54 leach"ng-S5 Laddhn 6 Leash'.ng-57 BS ❑ os Pl ladm.d Watershed! w ❑ IR - 9R Non -Recharge Meas Post Development Peak Gni, Pre Developrder[Peak neeherge Rate nicharge Palo Subcat Reach on Link Routing Diagram for8807.Peak Discharge Prepared by J.M. O'Reilly &Associates, Inc., Printed 3/7/2022 HydroCAD®10.00-22 s/n 08678 0 2018 HydroCAD Software Solutions LLC 8807.Peal( Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Post -Development Watershed - S1 Runoff = 0.00 cfs @ 15.03 hrs, Volume= 0.001 af, Depth> 0.06" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 889 98 Paved parking, HSG A 6,177 39 >75% Grass cover, Good, HSG A 7,066 46 Weighted Average 6,177 87.42% Pervious Area 889 12.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53 50 0.0600 0.16 Sheet Flow, Grass: Dense n=0.240 P2=3.21" 0.5 30 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 80 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Post -Development Watershed - S2 Runoff = 0.00 cfs @ 14.56 hrs, Volume= 0.001 af, Depth> 0.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 927 98 Paved parking, HSG A 5,256 39 >75% Grass cover, Good, HSG A 6,183 48 Weighted Average 5,256 85.01% Pervious Area 927 14.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, 0.8 45 0.0200 0.99 7.8 95 Total Grass: Dense n= 0.240 P2= 3.21" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 8807.Peal( Discharge Type 11124 -hr 2 -year Rainfal1=3.21" Prepared by J. M. O'Reil ly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: Post -Development Watershed - S3 Runoff = 0.01 cfs @ 12.47 hrs, Volume= 0.002 af, Depth> 0.15" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 1,713 98 Paved parking, HSG A 6,711 39 >75% Grass cover, Good, HSG A 8,424 51 Weighted Average 6,711 79.67% Pervious Area 1,713 20.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, 4,892 8.84% Impervious Area Grass: Dense n= 0.240 P2= 3.21" 0.7 40 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 90 Total Summary for Subcatchment 4S: Post -Development Watershed - S4 Runoff = 0.00 cfs @ 21.52 hrs, Volume= 0.001 af, Depth> 0.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN 4,892 98 Paved parking, HSG A 6,448 39 >75% Grass cover, Good, HSG A 43,983 36 Woods, Fair, HSG A 55,323 42 Weighted Average 50,431 0.15 91.16% Pervious Area 4,892 8.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 3.7 350 0.1000 1.58 Shallow Concentrated Flow, 1.1 100 0.0500 1.57 10.3 500 Total Woodland Kv= 5.Ofps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 8807.Peal< Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment SS: Post -Development Watershed - S5 Runoff = 0.00 cfs @ 23.95 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 2,047 98 Paved parking, HSG A 8,200 39 >75% Grass cover, Good, HSG A 32,763 36 Woods, Fair, HSG A Tc Length Slope Velocity Capacity Description Woods: Light underbrush n= 0.400 P2= 3.21" 43,010 40 Weighted Average 40,963 Shallow Concentrated Flow, 95.24% Pervious Area 2,047 4.76% Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 5.5 50 0.1500 0.15 Sheet Flow, 3,434 48.56% Impervious Area Tc Length Slope Velocity Capacity Description Woods: Light underbrush n= 0.400 P2= 3.21" 1.1 110 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.Ofps 1.1 100 0.0500 1.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 260 Total Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.12 cfs @ 12.11 hrs, Volume= 0.010 af, Depth> 0.74" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 3,434 98 Paved parking, HSG A 3,638 39 >75% Grass cover, Good, HSG A 7,072 68 Weighted Average 3,638 51.44% Pervious Area 3,434 48.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.0800 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.8 60 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 110 Total, Increased to minimum Tc = 6.0 min 8807.Pealc Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J,M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCADa 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 7S: Post -Development Watershed - S7 Runoff = 0.00 cfs @ 15.33 hrs, Volume= 0.001 af, Depth> 0.04" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 5.5 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 6,038 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 94,157 36 Woods, Fair, HSG A 285,195 39 Weighted Average 279,157 97.88% Pervious Area 6,038 2.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n=0.400 P2=3,21" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 550 Total 1,153 98 Paved parking, HSG A 10,001 39 >75% Grass cover, Good, HSG A 11,154 45 Weighted Average 10,001 89.66% Pervious Area 1,153 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 1.2 70 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 6,038 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 94,157 36 Woods, Fair, HSG A 285,195 39 Weighted Average 279,157 97.88% Pervious Area 6,038 2.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n=0.400 P2=3,21" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 550 Total 8807.Peak Discharge Type H/ 24 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 9S: Pre -Development Watershed - Entire Site Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN 400,311 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 520,311 38 Weighted Average 520,311 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 50 0.0780 0.12 Sheet Flow, Primary = 0.00 cfs @ 0.00 hrs, Volume= Woods: Light underbrush n=0.400 P2=3.21" 6.2 520 0.0780 1.40 Shallow Concentrated flow, 0 cf Woodland Kv=5.0fos 13.3 570 Total Summary for Reach 111; Post -Development Peak Discharge Rate Inflow Area = 9.721 ac, 4.98% Impervious, Inflow Depth > 0.00" for 2 -year event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 9R: Pre -Development Peak Discharge Rate Inflow Area = 11.945 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2 -year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.162 ac, 12.58% Impervious, Inflow Depth > 0.06" for 2 -year event Inflow = 0.00 cfs @ 15.03 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 15.08 hrs, Volume= 0.001 af, Atten= 0%, Lag= 3.1 min Discarded = 0.00 cfs @ 15.08 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.50' @ 15.08 hrs Surf.Area= 263 sf Storage= 0 cf Plug -Flow detention time= 3.0 min calculated for 0.001 of (99% of inflow) Center -of -Mass det. time= 1.9 min ( 1,080.8 - 1,078.9 ) 8807.Peak Discharge Type /if 24 -hr 2 -year Rainfal1=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 7 Volume Invert Avail.Storage Storage Description 41 35.50' 699 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 263 66.0 0 0 263 36.00 407 78.0 166 166 405 37.00 669 97.0 533 699 684 Device Routing Invert Outlet Devices 41 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.00 cfs @ 15.08 hrs HW=35.50' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (DynamicTailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.142 ac, 14.99% Impervious, Inflow Depth > 0.09" for 2 -year event Inflow = 0.00 cfs @ 14.56 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 14.61 hrs, Volume= 0.001 af, Atten= 0%, Lag= 3.0 min Discarded = 0.00 cfs @ 14.61 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.50' @ 14.61 hrs Surf.Area= 107 sf Storage= 0 cf Plug -Flow detention time= 3.0 min calculated for 0.001 of (100% of inflow) Center -of -Mass det. time= 2.0 min ( 1,041.9 -1,039.9 ) Volume Invert Avail.Storage Storage Description #1 35.50' 364 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim, Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 107 67.0 0 0 107 36.00 178 74.0 71 71 193 37.00 427 93.0 294 364 459 Device Routing Invert Outlet Devices #1 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 88O7.Peal< Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J. M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 8 Discarded OutFlow Max=0.00 cis @ 14.61 hrs HW=35.50' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (Dynamic Tailwater) t2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 0.193 ac, 20.33% Impervious, Inflow Depth > 0.15" for 2 -year event Inflow = 0.01 cfs @ 12.47 hrs, Volume= 0.002 of Outflow = 0.01 cfs @ 12.52 hrs, Volume= 0.002 af, Atten= 4%, Lag= 3.1 min Discarded = 0.01 cfs @ 12.52 hrs, Volume= 0.002 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 37.01' @ 12.52 hrs Surf.Area= 143 sf Storage= 1 cf Plug -Flow detention time= 3.0 min calculated for 0.002 of (100% of inflow) Center -of -Mass det. time= 2.1 min ( 997.7 - 995.6 ) Volume Invert Avail.Storage Storage Description 41 37.00' 715 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 142 102.0 0 0 142 38.00 358 114.0 242 242 375 39.00 599 127.0 473 715 652 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 38.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.01 cfs @ 12.52 hrs HW=37.01' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 1.270 ac, 8.84% Impervious, Inflow Depth > 0.01" for 2 -year event Inflow = 0.00 cfs @ 21.52 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 21.56 hrs, Volume= 0.001 af, Atten= 0%, Lag= 2.2 min Discarded = 0.00 cfs @ 21.56 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Pealt Discharge Type/// 24 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 @ 2018 HydroCAD Software Solutions LLC Page 9 Peak Elev= 37.00' @ 21.56 hrs Surf.Area= 301 sf Storage= 0 cf Plug -Flow detention time= 3.0 min calculated for 0.001 of (99% of inflow) Center -of -Mass det. time= 1.5 min ( 1,209.3 - 1,207.8 ) Volume Invert Avail.Storage Storage Description #1 37.00' 2,126 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 301 80.0 0 0 301 38.00 472 92.0 383 383 486 39.00 1,138 130.0 781 1,164 1,167 39.50 2,835 223.0 962 2,126 3,781 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 39.40' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.00 cfs @ 21.56 hrs HW=37.00' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (DynamicTailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.987 ac, 4.76% Impervious, Inflow Depth > 0.00" for 2 -year event Inflow = 0.00 cfs @ 23.95 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 23.95 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 23.95 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 37.00' @ 23.95 hrs Surf.Area= 339 sf Storage= 0 cf Plug -Flow detention time= 3.0 min calculated for 0.000 of (99% of inflow) Center -of -Mass det. time= 1.3 min ( 1,316.7 - 1,315.4 ) Volume Invert Avail.Storage Storage Description #1 37.00' 2,845 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 339 148.0 0 0 339 38.00 647 160.0 485 485 671 39.00 1,156 179.0 889 1,374 1,211 39.80 2,619 249.0 1,471 2,845 3,601 8807.Pealc Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 10 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 412 Primary 39.70' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.00 cfs @ 23,95 hrs HW=37.00' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S6: Grassed Swale Leaching - S6 Inflow Area = 0.162 ac, 48.56% Impervious, Inflow Depth > 0.74" for 2 -year event Inflow = 0.12 cfs @ 12,11 hrs, Volume= 0.010 of Outflow = 0.03 cfs @ 12.63 hrs, Volume= 0.010 af, Atten= 79%, Lag= 31.3 min Discarded = 0.03 cfs @ 12.63 hrs, Volume= 0.010 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.33' @ 12.63 hrs Surf.Area= 364 sf Storage= 108 cf Plug -Flow detention time= 34.5 min calculated for 0.010 of (100% of inflow) Center -of -Mass det. time= 33.9 min ( 916.0 - 882.1 ) Volume Invert Avail.Storage Storage Description 441 51.00' 1,225 cf Grassed Swale (irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 295 96.0 0 0 295 52.00 527 125.0 405 405 817 53.00 1,152 188.0 819 1,225 2,394 Device Routing Invert Outlet Devices P1 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 442 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.03 cfs @ 12.63 hrs HW=51.33' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal< Discharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD0 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 11 Summary for Pond S7: Grassed Swale Leaching - S7 Inflow Area = 0.256 ac, 10.34% Impervious, Inflow Depth > 0.04" for 2 -year event Inflow = 0.00 cfs @ 15.33 hrs, Volume= 0.001 of Outflow = 0.00 cis @ 15.38 hrs, Volume= 0.001 af, Atten= 0%, Lag= 2.9 min Discarded = 0.00 cfs @ 15.38 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.00' @ 15.38 hrs Surf.Area= 241 sf Storage= 0 cf Plug -Flow detention time= 3.0 min calculated for 0.001 of (100% of inflow) Center -of -Mass det. time= 1.8 min ( 1,105,2 - 1,103.4 ) Volume Invert AvalLStorage Storage Description 41 51.00' 813 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 241 73.0 0 0 241 52.00 403 88.0 319 319 449 53.00 591 100.0 494 813 652 Device Routing Invert Outlet Devices #1 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.00 cfs @ 15.38 hrs HW=51.00' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (DynamicTailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal( Discharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD0 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S: Post -Development Watershed - S1 Runoff = 0.03 cfs @ 12.32 hrs, Volume= 0.005 af, Depth> 0.38" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 889 98 Paved parking, HSG A 6,177 39 >75% Grass cover, Good, HSG A 7,066 46 Weighted Average 6,177 87.42% Pervious Area 889 12.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.5 30 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 80 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Post -Development Watershed - S2 Runoff = 0.03 cfs @ 12.29 hrs, Volume= 0.006 af, Depth> 0.47" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN 927 98 Paved parking, HSG A 5,256 39 >7S% Grass cover, Good, HSG A 6,183 48 Weighted Average 5,256 85.01% Pervious Area 927 14.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.8 45 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.8 95 Total 8807.Peal( Discharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by 1.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 3S: Post -Development Watershed - S3 Runoff = 0.08 cfs @ 12.17 hrs, Volume= 0.010 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 1,713 98 Paved parking, HSG A 6,711 39 >75% Grass cover, Good, HSG A 42 Weighted Average 8,424 51 Weighted Average 6,711 79.67% Pervious Area 1,713 20.33% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, Grass: Dense n=0.240 P2=3.21" 0.7 40 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 90 Total Summary for Subcatchment 4S: Post -Development Watershed - S4 Runoff = 0.07 cfs @ 12.50 hrs, Volume= 0.024 af, Depth> 0.23" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 4,892 98 Paved parking, HSG A 6,448 39 >75% Grass cover, Good, HSG A 1.1 100 0.0500 1.57 10.3 500 Total Woodland Kv= S.Ofps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 43,983 36 Woods, Fair, HSG A 55,323 42 Weighted Average 50,431 91.16% Pervious Area 4,892 8.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 3.7 350 0.1000 1.58 Shallow Concentrated Flow, 1.1 100 0.0500 1.57 10.3 500 Total Woodland Kv= S.Ofps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 8807.Peal< Discharge Type 111 24 -hr 10 -year Rainfall=4.67" Prepared by1.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 5S: Post -Development Watershed - S5 Runoff = 0.02 cfs @ 13.64 hrs, Volume= 0.014 af, Depth> 0.17" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 2,047 98 Paved parking, HSG A 8,200 39 >75% Grass cover, Good, HSG A 1.1 100 0.0500 1.57 7.7 260 Total Woodland Kv= 5.0 fps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.30 cfs @ 12.10 hrs, Volume= 0.022 af, Depth> 1.65" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) 32,763 36 Woods, Fair, HSG A 3,434 98 43,010 40 Weighted Average 39 >75% Grass cover, Good, HSG A 40,963 95.24% Pervious Area 7,072 2,047 4.76% Impervious Area 3,638 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 1.1 110 0.1200 1.73 Shallow Concentrated Flow, 1.1 100 0.0500 1.57 7.7 260 Total Woodland Kv= 5.0 fps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.30 cfs @ 12.10 hrs, Volume= 0.022 af, Depth> 1.65" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 3,434 98 Paved parking, HSG A 31,638 39 >75% Grass cover, Good, HSG A 7,072 68 Weighted Average 3,638 51.44% Pervious Area 3,434 48.56% Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 4.7 50 0.0800 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.8 60 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 110 Total, Increased to minimum Tc = 6.0 min 8807.Peal( Discharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10,00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 7S: Post -Development Watershed - S7 Runoff = 0.03 cfs @ 12.35 hrs, Volume= 0.007 af, Depth> 0.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 5.5 120 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 0.12 cfs @ 13.89 hrs, Volume= 0.075 af, Depth> 0.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 6,038 1,153 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 10,001 39 >75% Grass cover, Good, HSG A 11,154 45 Weighted Average 279,157 10,001 89.66% Pervious Area 6,038 2.12% Impervious Area 1,153 10.34% Impervious Area Slope Velocity Capacity Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow, Shallow Concentrated Flow, Grass: Dense n= 0.240 P2= 3.21" 1.2 70 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 120 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 0.12 cfs @ 13.89 hrs, Volume= 0.075 af, Depth> 0.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 6,038 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 94,157 36 Woods, Fair, HSG A 285,195 39 Weighted Average 279,157 97.88% Pervious Area 6,038 2.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv=5.0fos 12.8 550 Total 8807.Peak Discharge Type Ill 24 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCADa 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 9S: Pre -Development Watershed - Entire Site Runoff = 0.18 cfs @ 14.86 hrs, Volume= 0.110 af, Depth> 0.11" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area fsf) CN 400,311 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 520,311 38 Weighted Average 520,311 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv=S.Ofos 13.3 570 Total Summary for Reach 1R: Post -Development Peak Discharge Rate Inflow Area = 9.721 ac, 4.98% Impervious, Inflow Depth > 0.09" for 10 -year event Inflow = 0.12 cfs @ 13.89 hrs, Volume= 0.075 of Outflow = 0.12 cfs @ 13.89 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 9R: Pre -Development Peak Discharge Rate Inflow Area = 11.945 ac, 0.00% Impervious, Inflow Depth > 0.11" for 10 -year event Inflow = 0.18 cfs @ 14.86 hrs, Volume= 0.110 of Outflow = 0.18 cfs @ 14.86 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.162 ac, 12.58% Impervious, Inflow Depth > 0.38" for 10 -year event Inflow = 0.03 cfs @ 12.32 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 12.57 hrs, Volume= 0.005 af, Atten= 42%, Lag= 14.9 min Discarded = 0.02 cfs @ 12.57 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.55' @ 12.57 hrs Surf.Area= 277 sf Storage= 14 cf Plug -Flow detention time= 5.1 min calculated for 0.005 of (100% of inflow) Center -of -Mass det. time= 4.3 min ( 955.1- 950.8 ) 8807.Peal<Discharge Typelll24-hr 10-yeorRainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 17 Volume Invert Avail.Storage Storage Description #1 35.50' 699 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 263 66.0 0 0 263 36.00 407 78.0 166 166 405 37.00 669 97.0 533 699 684 Device Routing Invert Outlet Devices #1 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cfs @ 12.57 hrs HW=35.55' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S2; Grassed Swale Leaching - S2 Inflow Area = 0.142 ac, 14.99% Impervious, Inflow Depth > 0.47" for 10 -year event Inflow = 0.03 cfs @ 12.29 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 13.63 hrs, Volume= 0.006 af, Atten= 71%, Lag= 80.5 min Discarded = 0.01 cfs @ 13.63 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.85' @ 13.63 hrs Surf.Area= 154 sf Storage= 45 cf Plug -Flow detention time= 47.3 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 46.6 min ( 983.8 - 937.2 ) Volume Invert Avail.Storage Storage Description 41 35.50' 364 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 107 67.0 0 0 107 36.00 178 74.0 71 71 193 37.00 427 93.0 294 364 459 Device Routing Invert Outlet Devices 111 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Prof lie 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 159 8807.Peal( Discharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 @ 2018 HydroCAD Software Solutions LLC Page 18 Discarded OutFlow Max=0.01 cfs @ 13.63 hrs HW=35.85' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 0.193 ac, 20.33% Impervious, Inflow Depth > 0.61" for 10 -year event Inflow = 0.08 cfs @ 12.17 hrs, Volume= 0.010 of Outflow = 0.02 cfs @ 13.78 hrs, Volume= 0.010 af, Atten= 80%, Lag= 96.7 min Discarded = 0.02 cfs @ 13.78 hrs, Volume= 0.010 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 37.56' @ 13.78 hrs Surf.Area= 251 sf Storage= 109 cf Plug -Flow detention time= 78.3 min calculated for 0.010 of (100% of inflow) Center -of -Mass det. time= 77.4 min ( 996.4 - 918.9 ) Volume Invert Avail.Storage Storage Description #1 37.00' 715 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 142 102.0 0 0 142 38.00 358 114.0 242 242 375 39.00 599 127.0 473 715 652 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 38.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cfs @ 13.78 hrs HW=37.56' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) PrimaryOutFlow Max=0.00 cfs @0.00 hrs HW=37.00' TW=0.00' (DynamicTaiiwatei) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 1.270 ac, 8.84% Impervious, Inflow Depth > 0.23" for 10 -year event Inflow = 0.07 cfs @ 12.50 hrs, Volume= 0.024 of Outflow = 0.02 cfs @ 16.86 hrs, Volume= 0.022 af, Atten= 67%, Lag= 261.9 min Discarded = 0.02 cfs @ 16.86 hrs, Volume= 0.022 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Peal( Discharge Type IR 24 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 19 Peak Elev= 37.75' @ 16.86 hrs Surf.Area= 426 sf Storage= 271 cf Plug -Flow detention time= 138.5 min calculated for 0.022 of (90% of inflow) Center -of -Mass det. time= 95.0 min ( 1,088.6 - 993.6 ) Volume Invert Avail.Storage Storage Description 111 37.00' 2,126 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 301 80.0 0 0 301 38.00 472 92.0 383 383 486 39.00 1,138 130.0 781 1,164 1,167 39.50 2,835 223.0 962 2,126 3,781 Device Routing Invert Outlet Devices H1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 39.40' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cfs @ 16.86 hrs HW=37.75' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.987 ac, 4.76% Impervious, Inflow Depth > 0.17" for 10 -year event Inflow = 0.02 cfs @ 13.64 hrs, Volume= 0.014 of Outflow = 0.02 cfs @ 15.29 hrs, Volume= 0.014 af, Atten= 13%, Lag= 98.8 min Discarded = 0.02 cfs @ 15.29 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 37.08' @ 15.29 hrs Surf.Area= 360 sf Storage= 28 cf Plug -Flow detention time= 10.2 min calculated for 0.014 of (100% of inflow) Center -of -Mass det. time= 9.2 min ( 1,028.9 - 1,019.7 ) Volume Invert Avail.Storage Storage Description 41 37.00' 2,845 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 339 148.0 0 0 339 38.00 647 160.0 485 485 671 39.00 1,156 179.0 889 1,374 1,211 39.80 2,619 249.0 1,471 2,845 3,601 8807.Peal< Discharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 20 Device Routing Invert Outlet Devices Ill Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 112 Primary 39.70' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cis @ 15.29 hrs HW=37.08' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S6: Grassed Swale Leaching - S6 Inflow Area = 0.162 ac, 48.56% Impervious, Inflow Depth > 1.65" for 10 -year event Inflow = 0.30 cfs @ 12.10 hrs, Volume= 0.022 of Outflow = 0.04 cfs @ 12.85 hrs, Volume= 0.022 af, Atten= 86%, Lag= 45.2 min Discarded = 0.04 cfs @ 12.85 hrs, Volume= 0.022 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.87' @ 12.85 hrs Surf.Area= 493 sf Storage= 340 cf Plug -Flow detention time= 86.6 min calculated for 0.022 of (100% of inflow) Center -of -Mass det. time= 85.9 min ( 942.1- 856.1 ) Volume Invert Avail.Storage Storage Description 41 51.00' 1,225 cf Grassed Swale (irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 295 96.0 0 0 295 52.00 527 125.0 405 405 817 53.00 1,152 188.0 819 1,225 2,394 Device Routing Invert Outlet Devices N1 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 42 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.S9 Discarded OutFlow Max=0.04 cfs @ 12.85 hrs HW=51.87' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal( Discharge Type/// 24 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 © 2018 Hydro CAD Software Solutions LLC Page 21 Summary for Pond S7: Grassed Swale Leaching - S7 Inflow Area = 0.256 ac, 10.34% Impervious, Inflow Depth > 0.34" for 10 -year event Inflow = 0.03 cfs @ 12.35 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 12.99 hrs, Volume= 0.007 af, Atten= 58%, Lag= 38.8 min Discarded = 0.01 cfs @ 12.99 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.12' @ 12.99 hrs Surf.Area= 258 sf Storage= 29 cf Plug -Flow detention time= 13.3 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 12.5 min ( 971.8 - 959.3 ) Volume Invert Avail.Storage Storage Description ft1 51.00' 813 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 241 73.0 0 0 241 52.00 403 88.0 319 319 449 53.00 591 100.0 494 813 652 Device Routing Invert Outlet Devices 41 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase-in= 0.01' #2 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0,01 cfs @ 12.99 hrs HW=51.12' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) PrimaryOutFlow Max=0.00 cfs @0.00 hrs HW=51.00' TW=0.00' (DynamicTailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: Post -Development Watershed - S1 Runoff = 0.07 cfs @ 12.14 hrs, Volume= 0.009 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 889 98 Paved parking, HSG A 6,177 39 >75% Grass cover, Good, HSG A 7,066 46 Weighted Average 6,177 87.42% Pervious Area 889 12.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 50 0.0600 0.16 Sheet Flow, Grass: Dense n=0.240 P2=3.21" 0.5 30 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 80 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 2S: Post -Development Watershed - S2 Runoff = 0.08 cfs @ 12.16 hrs, Volume= 0.010 af, Depth> 0.82" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 927 98 Paved parking, HSG A 5.256 39 >75% Grass cover. Good. HSG A 6,183 48 Weighted Average 5,256 85.01% Pervious Area 927 14.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, 0.8 45 0.0200 0.99 7.8 95 Total Grass:Dense n=0.240 P2=3.21" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfal1=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: Post -Development Watershed - S3 Runoff = 0.16 cfs @ 12.14 hrs, Volume= 0.016 af, Depth> 1.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 1,713 98 Paved parking, HSG A 6,711 39 >75%Grass cover, Good, HSG A 8,424 51 Weighted Average 6,711 79.67% Pervious Area 1,713 20.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, 4,892 8.84% Impervious Area Grass: Dense n= 0.240 P2= 3.21" 0.7 40 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 90 Total Summary for Subcatchment 4S: Post -Development Watershed - S4 Runoff = 0.26 cfs @ 12.38 hrs, Volume= 0.050 af, Depth> 0.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 4,892 98 Paved parking, HSG A 6,448 39 >75% Grass cover, Good, HSG A 43,983 36 Woods, Fair, HSG A 55,323 42 Weighted Average 50,431 0.15 91.16% Pervious Area 4,892 8.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 3.7 350 0.1000 1.58 Shallow Concentrated Flow, 1.1 100 0.0500 1.57 10.3 500 Total Woodland Kv=S.Ofps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment SS: Post -Development Watershed - S5 Runoff = 0.14 cfs @ 12.39 hrs, Volume= 0.031 af, Depth> 0.38" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 2,047 98 Paved parking, HSG A 8,200 39 >75% Grass cover, Good, HSG A 1.1 100 0.0500 1.57 7.7 260 Total Woodland Kv= 5.0 fps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.42 cfs @ 12.10 hrs, Volume= 0.031 af, Depth> 2.30" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 3,434 32,763 36 Woods, Fair, HSG A 39 >75% Grass cover, Good, HSG A 4.7 43,010 40 Weighted Average 68 Weighted Average 3,638 40,963 95.24% Pervious Area 48.56% Impervious Area 2,047 4.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 1.1 110 0.1200 1.73 Shallow Concentrated Flow, 1.1 100 0.0500 1.57 7.7 260 Total Woodland Kv= 5.0 fps Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.42 cfs @ 12.10 hrs, Volume= 0.031 af, Depth> 2.30" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 3,434 98 Paved parking, HSG A 3,638 39 >75% Grass cover, Good, HSG A 4.7 50 7,072 68 Weighted Average 3,638 51.44% Pervious Area 3,434 48.56% Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 4.7 50 0.0800 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.8 60 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 110 Total, Increased to minimum Tc = 6.0 min 8807.Peal< Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10,00-22 s/n 08678 © 2018 Hydro CAD Software Solutions LLC Page 25 Summary for Subcatchment 7S: Post -Development Watershed - S7 Runoff = 0.10 cfs @ 12.16 hrs, Volume= 0.014 af, Depth> 0.64" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 1,153 98 Paved parking, HSG A 10,001 39 >75% Grass cover, Good, HSG A 11,154 45 Weighted Average 10,001 89.66% Pervious Area 1,153 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 1.2 70 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 120 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 0.65 cfs @ 12.50 hrs, Volume= 0.180 af, Depth> 0.33" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 6,038 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 94,157 36 Woods, Fair, HSG A 285,195 39 Weighted Average 279,157 97.88% Pervious Area 6,038 2.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv=5.OfDs 12.8 550 Total 88O7.Peak Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 9S: Pre -Development Watershed - Entire Site Runoff = 0.86 cfs @ 12,53 hrs, Volume= 0.285 af, Depth> 0.29" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 400,311 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 520,311 38 Weighted Average 520,311 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 50 0.0780 0,12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv=S.Ofos 13.3 570 Total Summary for Reach 1R: Post -Development Peak Discharge Rate Inflow Area = 9.721 ac, 4.98% Impervious, Inflow Depth > 0.22" for 25 -year event Inflow = 0.65 cfs @ 12.50 hrs, Volume= 0.180 of Outflow = 0.65 cfs @ 12.50 hrs, Volume= 0.180 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 9R: Pre -Development Peak Discharge Rate Inflow Area = 11.945 ac, 0.00% Impervious, Inflow Depth > 0.29" for 25 -year event Inflow = 0.86 cfs @ 12.53 hrs, Volume= 0.285 of Outflow = 0.86 cfs @ 12.53 hrs, Volume= 0.285 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.162 ac, 12.58% Impervious, Inflow Depth > 0.70" for 25 -year event Inflow = 0.07 cfs @ 12.14 hrs, Volume= 0.009 of Outflow = 0.02 cfs @ 12.99 hrs, Volume= 0.009 af, Atten= 74%, Lag= 50.6 min Discarded = 0.02 cfs @ 12.99 hrs, Volume= 0.009 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.76' @ 12.99 hrs Surf.Area= 334 sf Storage= 78 cf Plug -Flow detention time= 34.7 min calculated for 0.009 of (100% of inflow) Center -of -Mass det. time= 34.0 min ( 954.8 - 920.8 ) 8807.Peal< Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 5/nO8678 © 2018 HydroCAD Software Solutions LLC Page 27 Volume Invert Avail.Storage Storage Description #1 35.50' 699 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 263 66.0 0 0 263 36.00 407 78.0 166 166 405 37.00 669 97.0 533 699 684 Device Routing Invert Outlet Devices #1 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0,49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cfs @ 12.99 hrs HW=35.76' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (Dynamic Tailwater) t-2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.142 ac, 14.99% Impervious, Inflow Depth > 0.82" for 25 -year event Inflow = 0.08 cfs @ 12.16 hrs, Volume= 0.010 of Outflow = 0.01 cfs @ 13.85 hrs, Volume= 0.010 af, Atten= 83%, Lag= 101.2 min Discarded = 0.01 cfs @ 13.85 hrs, Volume= 0.010 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 36.24' @ 13.85 hrs Surf.Area= 229 sf Storage= 120 cf Plug -Flow detention time= 101.1 min calculated for 0.010 of (100% of inflow) Center -of -Mass det. time= 100.5 min ( 1,012.0 - 911.6 ) Volume Invert Avail.Storage Storage Description #1 35.50' 364 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 107 67.0 0 0 107 36.00 178 74.0 71 71 193 37.00 427 93.0 294 364 459 Device Routing Invert Outlet Devices #1 Discarded 35.50' 2,410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfal1=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 @ 2018 HydroCAD Software Solutions LLC Page 28 Discarded OutFlow Max=0.01 cfs @ 13.85 hrs HW=36.24' (Free Discharge) t-1=E01tration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 0.193 ac, 20.33% Impervious, Inflow Depth > 1.01" for 25 -year event Inflow = 0.16 cfs @ 12.14 hrs, Volume= 0.016 of Outflow = 0.02 cfs @ 14.05 hrs, Volume= 0.016 af, Atten= 87%, Lag= 114.6 min Discarded = 0.02 cfs @ 14.05 hrs, Volume= 0.016 of Primary = 0.00 cfs@ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 38.00' @ 14.05 hrs Surf.Area= 358 sf Storage= 241 cf Plug -Flow detention time= 142.6 min calculated for 0.016 of (99% of inflow) Center -of -Mass det. time= 135.9 min ( 1,034.0 - 898.1 ) Volume Invert Avail.Storage Storage Description #1 37.00' 715 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 142 102.0 0 0 142 38.00 358 114.0 242 242 375 39.00 599 127.0 473 715 652 Device Routing Invert Outlet Devices 01 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 112 Primary 38.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef, (English) 3.12 3.41 3,59 Discarded OutFlow Max=0.02 cfs @ 14.05 hrs HW=38.00' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 1.270 ac, 8.84% Impervious, Inflow Depth > 0.48" for 25 -year event Inflow = 0.26 cfs @ 12.38 hrs, Volume= 0.050 of Outflow = 0.05 cfs @ 16.06 hrs, Volume= 0.040 af, Atten= 81%, Lag= 220.6 min Discarded = 0.05 cfs @ 16.06 hrs, Volume= 0.040 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfa11=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 29 Peak Elev= 38.62' @ 16.06 hrs Surf.Area= 850 sf Storage= 787 cf Plug -Flow detention time= 211.2 min calculated for 0.040 of 180% of inflow) Center -of -Mass det. time= 127.7 min ( 1,078.4 - 950.7 ) Volume Invert Avail.Storage Storage Description 41 37.00' 2,126 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim, Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 301 80.0 0 0 301 38.00 472 92.0 383 383 486 39.00 1,138 130.0 781 1,164 1,167 39.50 2,835 223.0 962 2,126 3,781 Device Routing Invert Outlet Devices N1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' N2 Primary 39.40' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.05 cfs @ 16.06 hrs HW=38.62' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.05 cfs) PrimaryOutFlow Max=0.00 cis @0.00 hrs HW=37.00' TW=0.00' (DynamicTailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.987 ac, 4.76% Impervious, Inflow Depth > 0.38" for 25 -year event Inflow = 0.14 cfs @ 12.39 hrs, Volume= 0.031 of Outflow = 0.03 cfs @ 15.91 hrs, Volume= 0.029 af, Atten= 75%, Lag= 211.1 min Discarded = 0.03 cfs @ 15.91 hrs, Volume= 0.029 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 37.80' @ 15.91 hrs Surf.Area= 578 sf Storage= 364 cf Plug -Flow detention time= 137.0 min calculated for 0.029 of (93% of inflow) Center -of -Mass det. time= 107.4 min ( 1,074.0 - 966.6 ) Volume Invert Avail.Storage Storage Description 41 37.00' 2,845 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 339 148.0 0 0 339 38.00 647 160.0 485 485 671 39.00 1,156 179.0 889 1,374 1,211 39.80 2,619 249.0 1,471 2,845 3,601 8807.Peal( Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 30 Device Routing Invert Outlet Devices 41 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' f12 Primary 39.70' 10.0' long (Profile 6) Broad -Crested Rectangular Weir 12.79 hrs, Volume= Head (feet) 0.49 0.98 1.48 Discarded = Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.03 cfs @ 15.91 hrs HW=37.80' (Free Discharge) t-1=Exflltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (DynamicTailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S6: Grassed Swale Leaching - S6 Inflow Area = 0.162 ac, 48.56% Impervious, Inflow Depth > 2.30" for 25 -year event Inflow = 0.42 cfs @ 12.10 hrs, Volume= 0.031 of Outflow = 0.06 cfs @ 12.79 hrs, Volume= 0.031 af, Atten= 86%, Lag= 41.7 min Discarded = 0.06 cfs @ 12.79 hrs, Volume= 0.031 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 52.18' @ 12.79 hrs Surf.Area= 620 sf Storage= 507 cf Plug -Flow detention time= 105.5 min calculated for 0.031 of (100% of inflow) Center -of -Mass det. time= 104.8 min ( 951.0 - 846.2 ) Volume Invert Avail.Storage Storage Description #1 51.00' 1,225 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 295 96.0 0 0 295 52.00 527 125.0 405 405 817 53.00 1,152 188.0 819 1,225 2,394 Device Routing Invert Outlet Devices #1 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' N2 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.06 cfs @ 12.79 hrs HW=52.18' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal< Discharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/208678 © 2018 Hydro CAD Software Solutions LLC Page 31 Summary for Pond S7: Grassed Swale Leaching - S7 Inflow Area = 0.256 ac, 10.34% Impervious, Inflow Depth > 0.64" for 25 -year event Inflow = 0.10 cfs @ 12.16 hrs, Volume= 0.014 of Outflow = 0.02 cfs @ 14.07 hrs, Volume= 0.014 af, Atten= 80%, Lag= 115.0 min Discarded = 0.02 cfs @ 14.07 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.52' @ 14.07 hrs Surf.Area= 320 sf Storage= 146 cf Plug -Flow detention time= 80.1 min calculated for 0.014 of (100% of inflow) Center -of -Mass det. time= 79A min ( 1,006.2 - 926.7 ) Volume Invert Avail.Storage Storage Description #1 51.00' 813 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 241 73.0 0 0 241 52.00 403 88.0 319 319 449 53.00 591 100.0 494 813 652 Device Routing Invert Outlet Devices #i1 Discarded 51.00' 2.410 In/hr Exfiltration over Wetted area Phase-in= 0.01' 42 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.02 cfs @ 14.07 hrs HW=51.52' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal( Discharge Type III 24 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 Hydro CAD° 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 1S: Post -Development Watershed - S1 Runoff = 0.19 cfs @ 12.11 hrs, Volume= 0.018 af, Depth> 1.31" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN 889 98 Paved parking, HSG A 6,177 39 >75% Grass cover, Good, HSG A 5.3 50 7,066 46 Weighted Average 6,177 87.42% Pervious Area 889 12.58% Impervious Area Tc (min) Length (feet) Slope (ft/ft) Velocity Capacity Description (ft/sec) (cfs) 5.3 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.5 30 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.8 80 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 2S: Post -Development Watershed - S2 Runoff = 0.19 cfs @ 12.14 hrs, Volume= 0.017 af, Depth> 1.48" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 927 98 Paved parking, HSG A 5,256 39 >75% Grass cover, Good, HSG A 6,183 48 Weighted Average 5,256 85.01% Pervious Area 927 14.99% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, 0.8 45 0.0200 0.99 7.8 95 Total Grass: Dense n= 0.240 P2= 3.21" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8807.Peal( Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 @ 2018 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 3S: Post -Development Watershed - S3 Runoff = 0.32 cfs @ 12.13 hrs, Volume= 0.028 af, Depth> 1.74" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 7.7 90 Total Summary for Subcatchment 4S: Post -Development Watershed - S4 Runoff = 1,713 98 Paved parking, HSG A method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 6,711 39 >75%Grass cover, Good, HSG A Area (sf) 8,424 51 Weighted Average 4,892 98 Paved parking, HSG A 6,711 79.67% Pervious Area 39 >75% Grass cover, Good, HSG A 43,983 1,713 20.33% Impervious Area 55,323 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0300 0.12 Sheet Flow, (ft/ft) (ft/sec) (cfs) 5.5 50 Grass: Dense n= 0.240 P2= 3.21" 0.7 40 0.0200 0.99 Shallow Concentrated Flow, 3.7 350 0.1000 1.58 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 90 Total Summary for Subcatchment 4S: Post -Development Watershed - S4 Runoff = 0.79 cfs @ 12.21 hrs, Volume= 0.104 af, Depth> 0.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 4,892 98 Paved parking, HSG A 6,448 39 >75% Grass cover, Good, HSG A 43,983 36 Woods, Fair, HSG A 55,323 42 Weighted Average 50,431 91.16% Pervious Area 4,892 8.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 3.7 350 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.3 500 Total 8807.Peal( Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 5S: Post -Development Watershed - S5 Runoff = 0.48 cfs @ 12.17 hrs, Volume= 0.068 af, Depth> 0.83" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN 2,047 98 Paved parking, HSG A 8,200 39 >75% Grass cover, Good, HSG A 32,763 36 Woods, Fair, HSG A 43,010 40 Weighted Average 40,963 0.15 95.24% Pervious Area 2,047 48.56% Impervious Area 4.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.1500 0.15 Sheet Flow, 3,434 48.56% Impervious Area Tc Length Slope Velocity Capacity Description Woods: Light underbrush n= 0.400 P2= 3.21" 1.1 110 0.1200 1.73 Shallow Concentrated Flow, 0.8 60 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Woodland Kv= 5.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 7.7 260 Total Summary for Subcatchment 6S: Post -Development Watershed - S6 Runoff = 0.63 cfs @ 12.09 hrs, Volume= 0.046 af, Depth> 3.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 3,434 98 Paved parking, HSG A 3,638 39 >75% Grass cover, Good, HSG A 7,072 68 Weighted Average 3,638 51.44% Pervious Area 3,434 48.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.0800 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.8 60 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 110 Total, Increased to minimum Tc = 6.0 min 8807.Pealc Discharge Type ill 24 -hr 100 -year Ralnfa11=6.98" Prepared by J. M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 7S: Post -Development Watershed - S7 Runoff = 0.27 cfs @ 12.11 hrs, Volume= 0.026 af, Depth> 1.23" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 1,153 98 Paved parking, HSG A 10,001 39 >75% Grass cover, Good, HSG A 11,154 45 Weighted Average 10,001 89.66% Pervious Area 1,153 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 1.2 70 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 120 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 8S: Post -Development Watershed - Non -Recharge Areas Only Runoff = 2.41 cfs @ 12.35 hrs, Volume= 0.413 af, Depth> 0.76" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 6,038 98 Paved parking, HSG A 185,000 39 >75% Grass cover, Good, HSG A 36 Woods, Fair. HSG A 285,195 39 Weighted Average 279,157 97.88% Pervious Area 6,038 2.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv=5.Ofps 12.8 550 Total 8807.Peak Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD010.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 9S: Pre -Development Watershed - Entire Site Runoff = 3.71 cfs @ 12.39 hrs, Volume= 0.683 af, Depth> 0.69" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN 400,311 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 520,311 38 Weighted Average 520,311 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.21" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv=S.Ofos 13.3 570 Total Summary for Reach 111: Post -Development Peak Discharge Rate Inflow Area = 9.721 ac, 4.98% Impervious, Inflow Depth > 0.51" for 100 -year event Inflow = 2.41 cfs @ 12.35 hrs, Volume= 0.413 of Outflow = 2.41 cfs @ 12.35 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Reach 911: Pre -Development Peak Discharge Rate Inflow Area = 11.945 ac, 0.00% Impervious, Inflow Depth > 0.69" for 100 -year event Inflow = 3.71 cfs @ 12.39 hrs, Volume= 0.683 of Outflow = 3.71 cfs @ 12.39 hrs, Volume= 0.683 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.162 ac, 12.58% Impervious, Inflow Depth > 1.31" for 100 -year event Inflow = 0.19 cfs @ 12.11 hrs, Volume= 0.018 of Outflow = 0.03 cfs @ 13.72 hrs, Volume= 0.018 af, Atten= 87%, Lag= 96.3 min Discarded = 0.03 cfs @ 13.72 hrs, Volume= 0.018 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 36.18' @ 13.72 hrs Surf.Area= 450 sf Storage= 244 cf Plug -Flow detention time= 105.4 min calculated for 0.018 of (100% of inflow) Center -of -Mass det. time= 104.6 min ( 999.1 - 894.5 ) 8807.Pealc Discharge Type III24-hr 100-yearRoinfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 37 Volume Invert Avail.Storage Storage Description Outflow = 41 35.50' 699 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 263 66.0 0 0 263 36.00 407 78.0 166 166 405 37.00 669 97.0 533 699 684 Device Routing Invert Outlet Devices #1 Discarded 35.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.03 cfs @ 13.72 hrs HW=36.18' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Out Flow Max=0.00 cfs @0.00 hrs HW=35.50' TW=0.00' (DynamicTailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.142 ac, 14.99% Impervious, Inflow Depth > 1.48" for 100 -year event Inflow = 0.19 cfs @ 12.14 hrs, Volume= 0.017 of Outflow = 0.02 cfs @ 13.98 hrs, Volume= 0.017 af, Atten= 88%, Lag= 110.4 min Discarded = 0.02 cfs @ 13.98 hrs, Volume= 0.017 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peal< Elev= 36.79' @ 13.98 hrs Surf.Area= 366 sf Storage= 281 cf Plug -Flow detention time= 167.3 min calculated for 0.017 of (95% of inflow) Center -of -Mass det. time= 140.9 min ( 1,029.3 - 888.3 ) Volume Invert Avail.Storage Storage Description 41 35.50' 364 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 35.50 107 67.0 0 0 107 36.00 178 74.0 71 71 193 37.00 427 93.0 294 364 459 Device Routing Invert Outlet Devices 41 Discarded 35.50' 2,410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 42 Primary 36.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 8807.Peal( Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc, Printed 3/7/2022 HydroCAD®SO 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 38 Discarded OutFlow Max=0.02 cfs @ 13.98 hrs HW=36.79' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' TW=0.00' (DynamicTailwater) t-2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 0.193 ac, 20.33% Impervious, Inflow Depth> 1.74" for 100 -year event Inflow = 0.32 cfs @ 12.13 hrs, Volume= 0.028 of Outflow = 0.03 cfs @ 14.39 hrs, Volume= 0.025 af, Atten=90%, Lag= 135.9 min Discarded = 0.03 cfs @ 14.39 hrs, Volume= 0.025 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 38.63' @ 14.39 hrs Surf.Area= 504 sf Storage= 513 cf Plug -Flow detention time= 217.7 min calculated for 0.025 of (89% of inflow) Center -of -Mass det, time= 166.7 min ( 1,045.1 - 878.4 ) Volume Invert Avail.Storage Storage Description #1 37.00' 715 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 142 102.0 0 0 142 38.00 358 114.0 242 242 375 39.00 599 127.0 473 715 652 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.4101n/hr Exfiltration over Wetted area Phase -In= 0.01' 42 Primary 38.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.03 cfs @ 14.39 hrs HW=38.63' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (DynamicTailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 1,270 ac, 8.84% Impervious, Inflow Depth > 0.98" for 100 -year event Inflow = 0.79 cfs @ 12.21 hrs, Volume= 0.104 of Outflow = 0.13 cfs @ 14.34 hrs, Volume= 0.085 af, Atten= 83%, Lag= 128.3 min Discarded = 0.13 cfs @ 14.34 hrs, Volume= 0.085 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Peal( Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 Hydro CAD Software Solutions LLC Pa0e 39 Peak Elev= 39.27' @ 14.34 hrs Surf.Area= 1,967 sf Storage= 1,582 cf Plug -Flow detention time= 195.4 min calculated for 0.084 of (81% of inflow) Center -of -Mass det. time= 116.1 min ( 1,031.8 - 915.7 ) Volume Invert Avail.Storage Storage Description 41 37.00' 2,126 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 301 80.0 0 0 301 38.00 472 92.0 383 383 486 39.00 1,138 130.0 781 1,164 1,167 39.50 2,835 223.0 962 2,126 3,781 Device Routing Invert Outlet Devices #1 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 42 Primary 39.40' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.13 cfs @ 14.34 hrs HW=39.27' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFiow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S5: Grassed Swale Leaching - SS Inflow Area = 0.987 ac, 4.76% Impervious, Inflow Depth > 0.83" for 100 -year event Inflow = 0.48 cfs @ 12.17 hrs, Volume= 0.068 of Outflow = 0.06 cfs @ 15.91 hrs, Volume= 0.054 af, Atten= 87%, Lag= 224.3 min Discarded = 0.06 cfs @ 15.91 hrs, Volume= 0.054 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 38.84' @ 15.91 hrs Surf.Area=1,064 sf Storage= 1,195 cf Plug -Flow detention time= 237.9 min calculated for 0.054 of (79% of inflow) Center -of -Mass det. time= 150.1 min ( 1,075.2 - 925.1 ) Volume Invert Avail.Storage Storage Description #1 37.00' 2,845 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 37.00 339 148.0 0 0 339 38.00 647 160.0 485 485 671 39.00 1,156 179.0 889 1,374 1,211 39.80 2,619 249.0 1,471 2,845 3,601 88O7.Peak Discharge Type M 24 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 5/nO8678 © 2018 HydroCAD Software Solutions LLC Page 40 Device Routing Invert Outlet Devices 41 Discarded 37.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' N2 Primary 39.70' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.06 cfs @ 15.91 hrs HW=38.84' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=37.00' TW=0.00' (Dynamic Tailwater) t2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond S6: Grassed Swale Leaching - S6 Inflow Area = 0.162 ac, 48.56% Impervious, Inflow Depth > 3.39" for 100 -year event Inflow = 0.63 cfs @ 12.09 hrs, Volume= 0.046 of Outflow = 0.09 cfs @ 12.69 hrs, Volume= 0.046 af, Atten= 86%, Lag= 36.0 min Discarded = 0.09 cfs @ 12.69 hrs, Volume= 0.046 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 52.56' @ 12.69 hrs Surf.Area= 845 sf Storage= 784 cf Plug -Flow detention time= 117.1 min calculated for 0.046 of (100% of inflow) Center -of -Mass det. time= 116.6 min ( 951.5 - 834.8 ) Volume Invert Avail.Storage Storage Description Hl 51.00' 1,225 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 295 96.0 0 0 295 52.00 527 125.0 405 405 817 53.00 1,152 188.0 819 1,225 2,394 Device Routing Invert Outlet Devices #1 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 42 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.09 cfs @ 12.69 hrs HW=52.56' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) t2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) 8807.Peal( Discharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 Hydro CAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 41 Summary for Pond S7: Grassed Swale Leaching - S7 Inflow Area = 0.256 ac, 10.34% Impervious, Inflow Depth > 1.23" for 100 -year event Inflow = 0.27 cfs @ 12.11 hrs, Volume= 0.026 of Outflow = 0.03 cfs @ 14.92 hrs, Volume= 0.024 af, Atten= 90%, Lag= 168.5 min Discarded = 0.03 cfs @ 14.92 hrs, Volume= 0.024 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 52.27' @ 14.92 hrs Surf.Area= 450 sf Storage= 434 cf Plug -Flow detention time= 196.6 min calculated for 0.024 of (92% of inflow) Center -of -Mass det. time= 157.3 min ( 1,055.9 -898.6 ) Volume Invert Avail.Storage Storage Description 41 51.00' 813 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 51.00 241 73.0 0 0 241 52.00 403 88.0 319 319 449 53.00 591 100.0 494 813 652 Device Routing Invert Outlet Devices 41 Discarded 51.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Primary 52.90' 10.0' long (Profile 6) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 3.12 3.41 3.59 Discarded OutFlow Max=0.03 cfs @ 14.92 hrs HW=52.27' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=51.00' TW=0.00' (Dynamic Tailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Area #2 - Lower Drainage Watershed Roofs 1AS 2AS 3S Runofl i to Catch Runoff to Catch Roof R off Basins Area#1 Basins Area#2 Ow (ling; 1A 1BS. D2A 2BS (6) CB's in Pavement Dir Runoff into Swale (6) CB's in Pavement Dir Runoff into Swale Area #1 - Area #2 1A 2A A 2B Grassed Swale Leaching - Area #1 Subcat Reach A Link Grassed Swale (1) 70'x14'Leaching Leaching - Area #2 Facility - (5) 6'x6' Leach Pits, 14' O.C. with stone around (2) 15.5'x 4.33'x 2.5' Leaching Faculties (pe. Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) 8807.Recharge Type 11124 -hr 2-yearRainfal1=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1AS: Runoff into Catch Basins - Area #1 Runoff = 0.73 cfs @ 12.13 hrs, Volume= 0.059 af, Depth> 1.16" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description * 16,945 98 Paved parking, HSG A 9,739 39 >75% Grass cover, Good, HSG A 26,684 76 Weighted Average 9,739 36.50% Pervious Area 16,945 63.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 35 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.2 15 0.0300 1,11 Sheet Flow, Smoothsurfaces n=0.011 P2=3.21" 0.7 130 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.2 180 Total Summary for Subcatchment IBS: Direct Runoff into Swale - Area #1 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 4,244 39 >75% Grass cover, Good, HSG A 4,244 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 41 0.2500 0.27 Sheet Flow, n= 0.240 P2= 3.25" 2.5 41 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2AS: Runoff into Catch Basins - Area #2 Runoff = 0.44 cfs @ 12.11 hrs, Volume= 0.036 af, Depth> 0.78" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" 8807.Recharge Type 11124 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10,00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 3 Area (sf) CN Description * 12,408 98 Paved parking, HSG A 11.611 39 >75% Grass cover, Good. HSG A 24,019 69 Weighted Average 11,611 48.34% Pervious Area 12,408 51.66% Impervious Area To (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 0.5 50 0.0500 1.74 Sheet Flow, To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Smooth surfaces n= 0.011 P2= 3.25" 1.0 270 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 320 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 2BS: Direct Runoff into Swale - Area #2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN Description 14,405 36 Woods, Fair, HSG A 9,500 39 >75% Grass cover, Good, HSG A 23,905 37 Weighted Average 23,905 100.00% Pervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.2000 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 0.5 90 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 140 Total, Increased to minimum To = 6.0 min Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth> 2.98" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 2 -year Rainfall=3.21" Area (sf) CN 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 88O7.Recharge Type RI 24 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD0 10 00-22 5/nO8678 © 2018 HydroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 20 0.4000 3.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 0.1 20 Total, Increased to minimum Tc = 6,0 min Summary for Pond 1AP: Grassed Swale Leaching - Area #1 Inflow Area = 0.710 ac, 54.79% Impervious, Inflow Depth > 1.00" for 2 -year event Inflow = 0.73 cfs @ 12.13 hrs, Volume= 0.059 of Outflow = 0.10 cfs @ 12.98 hrs, Volume= 0.059 af, Atten= 86%, Lag= 51.1 min Discarded = 0.10 cfs @ 12.98 hrs, Volume= 0.059 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 49.51' @ 12.98 hrs Surf.Area= 1,775 sf Storage= 858 cf Plug -Flow detention time= 74.0 min calculated for 0.059 of (100% of inflow) Center -of -Mass det. time= 73.5 min ( 930.0 - 856.5 ) Volume Invert Avail.Storage Storage Description 111 49.00' 12,556 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 49.00 1,611 159.0 0 0 1,611 50.00 1,942 172.0 1,774 1,774 1,991 52.00 2,680 197.0 4,602 6,376 2,813 54.00 3,519 222.0 6,180 12,556 3,746 Device Routing Invert Outlet Devices H1 Discarded 49.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' H2 Secondary 50.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.10 cfs @ 12.98 hrs HW=49.51' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.10 cfs) Secondary OutFlow Ni cfs @ 0.00 hrs HW=49.00' TW=36.70' (DynamicTailwater) t2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 1AR: (6) CB's in Pavement Inflow Area = 0.613 ac, 63.50% Impervious, Inflow Depth > 1.16" for 2 -year event Inflow = 0.73 cfs @ 12.13 hrs, Volume= 0.059 of Outflow = 0.73 cfs @ 12.13 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 12.13 hrs, Volume= 0.059 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.57' @ 12.13 hrs Flood Elev= 54.40' 8807.Recharge Type /H 24 -hr 2 -year Rainfall=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 5 /ice Routing Invert Outlet Devices #1 Primary 51.20' 12.0" Round Culvert X 2.00 L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 51.20' / 50.90' S=0.0100'/' Cc= 0.900 n=0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 12.13 hrs HW=51.56' TW=49.19' (Dynamic Tailwater) 1-1=Culvert (Barrel Controls 0.71 cfs @ 2.05 fps) Summary for Pond 2AP: Grassed Swale Leaching - Area #2 Inflow Area = 1.100 ac, 25.89% Impervious, Inflow Depth > 0.39" for 2 -year event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.036 of Outflow = 0.06 cfs @ 13.10 hrs, Volume= 0.036 af, Atten= 87%, Lag= 59.5 min Discarded = 0.06 cfs @ 13.10 hrs, Volume= 0.036 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 34.51' @ 13.10 hrs Surf.Area= 1,028 sf Storage= 490 cf Plug -Flow detention time= 78.0 min calculated for 0.036 of (100% of inflow) Center -of -Mass det. time= 77.5 min ( 955.9 - 878.4 ) Volume Invert Avail.Storage Storage Description Inflow = #1 34.00' 17,275 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 34.00 901 124.0 0 0 901 36.00 1,447 149.0 2,327 2,327 1,509 38.00 2,094 174.0 3,521 5,848 2,228 40.00 2,841 199.0 4,916 10,764 3,059 42.00 3,689 224.0 6,512 17,275 4,000 Device Routing Invert Outlet Devices #1 Discarded 34.00' 2.410 in/hr Exfiltration over Wetted area Phase-in= 0.01' 42 Secondary 35.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 13.10 hrs HW=34.51' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=34.00' TW=28.00' (Dynamic Tailwater) t-2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 2AR: (6) CB's in Pavement Inflow Area = 0.551 ac, 51.66% Impervious, Inflow Depth > 0.78" for 2 -year event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 0.036 of Outflow = 0.44 cfs @ 12.11 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.11 hrs, Volume= 0.036 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Recharge Type M24 -hr 2-yearRoinfal1=3.21" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 6 Peak Elev= 36.90' @ 12.11 hrs Flood Elev= 54.40' Device Routing Invert Outlet Devices 41 Primary 36.70' 12,0" Round Culvert X 4.00 L= 70A' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 36.70' / 36.00' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.43 cfs @ 12.11 hrs HW=36.90' TW=34.17' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.43 cfs @ 1.49 fps) Summary for Pond 26P: (1) 70'x14' Leaching Facility - (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 28.00' @ 0.00 hrs Surf.Area= 980 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 28.00' 2,198 cf 14.00'W x 70.001 x 6.00'H Prismatoid 5,880 cf Overall - 995 cf Embedded = 4,885 cf x 45.0% Voids N2 28.00' 848 cf 6.00'D x 6,00'H Vertical Cone/Cylinder x 5 Inside 41 995 cf Overall - 3.0" Wall Thickness = 848 cf 3,046 cf Total Available Storage Device Routing Invert Outlet Devices H1 Discarded 28.00' 8.270 In/hr Exfiltration over Wetted area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' (Free Discharge) t1=Exfiltration (Passes 0.00 cfs of 0.19 cfs potential flow) try for Pond 3P: (2) 15.5'x 4.33'x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Ston Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth > 2.98" for 2 -year event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.03 cfs @ 12.41 hrs, Volume= 0.007 af, Atten= 71%, Lag= 19.5 min Discarded = 0.03 cfs @ 12.41 hrs, Volume= 0.007 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.46' @ 12.41 hrs Surf.Area= 120 sf Storage= 56 cf Plug -Flow detention time= 10.0 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 9.9 min ( 765.8 - 755.9 ) 8807.Recharge Type 11124 -hr 2-yearRainfall=3.21" Prepared by1.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD© 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 7 Volume Invert Avail.Storage Storage Description #11 50.00' 231 cf Cultec R-330XLHD x 4 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 2 rows rice Routing Invert Outlet Devices 41 Discarded 50.00' 8.270 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.41 hrs HW=50.46' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.03 cfs) 8807.Recharge Type fl/ 24 -hr 10-yearRoinfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/1)08678 © 2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1AS: Runoff into Catch Basins - Area #1 Runoff = 1.48 cfs @ 12.12 hrs, Volume= 0.116 af, Depth> 2.26" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sfI CN Description * 16,945 98 Paved parking, HSG A 9,739 39 >75% Grass cover, Good, HSG A 26,684 76 Weighted Average 9,739 36.50% Pervious Area 16,945 63.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 35 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.2 15 0.0300 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.21" 0.7 130 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.2 180 Total Summary for Subcatchment IBS: Direct Runoff into Swale - Area #1 Runoff = 0.00 cfs @ 13.79 hrs, Volume= 0.001 af, Depth> 0.14" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN 4,244 39 >75% Grass cover, Good, HSG A 4,244 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 41 0.2500 0.27 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 2.5 41 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2AS: Runoff into Catch Basins - Area #2 Runoff = 1.06 cfs @ 12.10 hrs, Volume= 0.079 af, Depth> 1.72" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" 8807.Recharge Type/// 24 -hr 10-yearRainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 9 Area (sf) CN * 12,408 98 Paved parking, HSG A 11,611 39 >75% Grass cover, Good, HSG A 24,019 69 Weighted Average 11,611 48.34% Pervious Area 12,408 51.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0500 1.74 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 1.0 270 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 320 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2BS: Direct Runoff into Swale - Area #2 Runoff = 0.01 cfs @ 15.01 hrs, Volume= 0.004 af, Depth> 0.09" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10 -year Rainfall=4.67" Area (sf) CN Description 14,405 36 Woods, Fair, HSG A 9,500 39 >75% Grass cover, Good, HSG A 23,905 37 Weighted Average 23,905 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.2000 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 0.5 90 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 140 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.011 af, Depth> 4.43" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 10-yearRainfall=4.67" Area (sf) CN 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 88O7.Recharge Type 11124 -hr 10-yearRainfal1=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD" 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 20 0.4000 3.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 0.1 20 Total, Increased to minimum Tc= 6.0 min Summary for Pond 1AP: Grassed Swale Leaching - Area #1 Inflow Area = 0.710 ac, 54.79% Impervious, Inflow Depth > 1.97" for 10 -year event Inflow = 1.48 cfs @ 12.12 hrs, Volume= 0.117 of Outflow = 0.12 cfs @ 13.96 hrs, Volume= 0.116 af, Atten= 92%, Lag= 110.3 min Discarded = 0.12 cfs @ 13.96 hrs, Volume= 0.116 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.23' @ 13.96 hrs Surf.Area= 2,021 sf Storage= 2,229 cf Plug -Flow detention time= 199.9 min calculated for 0.116 of (99% of inflow) Center -of -Mass det. time= 194.5 min ( 1,033.2 - 838.6 ) Volume Invert Avail.Storage Storage Description #1 49.00' 12,556 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 49.00 1,611 159.0 0 0 1,611 50.00 1,942 172.0 1,774 1,774 1,991 52.00 2,680 197.0 4,602 6,376 2,813 54.00 3,519 222.0 6,180 12,556 3,746 Device Routing Invert Outlet Devices 41 Discarded 49.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Secondary 50.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.12 cfs @ 13.96 hrs HW=50.23' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=49.00' TW=36.70' (DynamicTailwater) t2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 1AR: (6) CB's in Pavement Inflow Area = 0.613 ac, 63.50% Impervious, Inflow Depth> 2.26" for 10 -year event Inflow = 1.48 cfs @ 12.12 hrs, Volume= 0.116 of Outflow = 1.48 cfs @ 12.12 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 12.12 hrs, Volume= 0.116 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.74' @ 12.12 hrs Flood Elev= 54.40' 8807.Recharge Type 11124 -hr 10 -year Rainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD0 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 11 Device Routing Invert Outlet Devices Ill Primary 51.20' 12.0" Round Culvert X 2.00 L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 51.20' /50.90' S=0.0100'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=1.44 cfs @ 12.12 hrs HW=51.73' TW=49.50' (DynamicTailwater) t1=Culvert (Barrel Controls 1.44 cfs @ 2.45 fps) Summary for Pond 2AP: Grassed Swale Leaching - Area #2 Inflow Area = 1.100 ac, 25.89% Impervious, Inflow Depth > 0.91" for 10 -year event Inflow = 1.06 cfs @ 12.10 hrs, Volume= 0.083 of Outflow = 0.07 cfs @ 14.81 hrs, Volume= 0.072 af, Atten= 93%, Lag= 162.5 min Discarded = 0.07 cfs @ 14.81 hrs, Volume= 0.072 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.47' @ 14.81 hrs Surf.Area= 1,288 sf Storage= 1,596 cf Plug -Flow detention time= 245.9 min calculated for 0.072 of (87% of inflow) Center -of -Mass det. time= 184.3 min ( 1,048.4 - 864.2 ) Volume Invert Avail.Storage Storage Description 41 34.00' 17,275 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 34.00 901 124.0 0 0 901 36.00 1,447 149.0 2,327 2,327 1,509 38.00 2,094 174.0 3,521 5,848 2,228 40.00 2,841 199.0 4,916 10,764 3,059 42.00 3,689 224.0 6,512 17,275 4,000 Device Routing Invert Outlet Devices #1 Discarded 34.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' H2 Secondary 35.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 14.81 hrs HW=35.47' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.07 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=34.00' TW=28.00' (Dynamic Tailwater) t2=0rifice/Grate ( Controls 0.00 cfs) Summary for Pond 2AR: (6) CB's in Pavement Inflow Area = 0.551 ac, 51.66% Impervious, Inflow Depth > 1.72" for 10 -year event Inflow = 1.06 cfs @ 12.10 hrs, Volume= 0.079 of Outflow = 1.06 cfs @ 12.10 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Primary = 1.06 cfs @ 12.10 hrs, Volume= 0.079 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Recharge Type III 24 -hr 10-yeorltainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 12 Peak Elev= 37.01' @ 12.10 hrs Flood Elev= 54,40' Device Routing Invert Outlet Devices 41 Primary 36.70' 12.0" Round Culvert X 4.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 36.70' / 36.00' S=0.0100'/' Cc= 0.900 n=0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=1.05 cfs @ 12.10 hrs HW=37.01' TW=34.57' (Dynamic Tailwater) t1=Culvert (Barrel Controls 1.05 cfs @ 1.92 fps) Summary for Pond 2BP: (1) 70'x14' Leaching Facility - (5) 6'x6' Leach Pits, 14'0.C. with stone around Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 28.00' @ 0.00 hrs Surf.Area= 980 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 28.00' 2,198 cf 14.00'W x 70.001 x 6.00'H Prismatoid 5,880 cf Overall - 995 cf Embedded = 4,885 cf x 45.0% Voids #2 28.00' 848 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 5 Inside #1 995 cf Overall - 3.0" Wall Thickness = 848 cf 3,046 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 28.00' 8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' (Free Discharge) t1=Exfiltration (Passes 0.00 cfs of 0.19 cfs potential flow) try for Pond 3P: (2) 15.5'x 4.33'x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Ston Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth > 4.43" for 10 -year event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.011 of Outflow = 0.03 cfs @ 12.49 hrs, Volume= 0.011 af, Atten= 78%, Lag= 24.1 min Discarded = 0.03 cfs @ 12.49 hrs, Volume= 0.011 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50,92' @ 12.49 hrs Surf.Area= 112 sf Storage= 109 cf Plug -Flow detention time= 19.8 min calculated for 0.011 of (100% of inflow) Center -of -Mass det. time= 19.7 min ( 768.5 - 748.7 ) 88O7.Recharge Type lll24-hr 10-yearRainfall=4.67" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCADa 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 13 Volume Invert Avail.Storage Storage Description ##1 50.00' 231 cf Cuitec R-330XLHD x4 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50'x 7A5 sf x 2 rows Device Routine Invert Outlet Devices ##1 Discarded 50.00' 8.270 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.49 hrs HW=50.92' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.03 cfs) 8807.Recharge Type 11124 -hr 25-yearRainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 Hydro CAD Software Solutions LLC Page 14 Summary for Subcatchment 1AS: Runoff into Catch Basins - Area #1 Runoff = 1.98 cfs @ 12.12 hrs, Volume= 0.154 af, Depth> 3.02" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description * 16,945 98 Paved parking, HSG A 9,739 39 >75% Grass cover, Good, HSG A 26,684 76 Weighted Average 9,739 36.50% Pervious Area 16,945 63.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 35 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.2 15 0.0300 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.21" 0.7 130 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.2 180 Total Summary for Subcatchment IBS: Direct Runoff into Swale - Area #1 Runoff = 0.01 cfs @ 12.39 hrs, Volume= 0.003 af, Depth> 0.33" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 4,244 39 >75% Grass cover, Good, HSG A 4,244 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 41 0.2500 0.27 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 2.5 41 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2AS: Runoff into Catch Basins - Area #2 Runoff = 1.50 cfs @ 12.10 hrs, Volume= 0.110 af, Depth> 2.39" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" 8807.Recharge Type 11/24 -hr 25-yearRainfa11=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 15 Area (sf) CN Description * 12,408 98 Paved parking, HSG A 11,611 39 >75% Grass cover, Good, HSG A 24,019 69 Weighted Average 11,611 48.34% Pervious Area 12,408 51.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 SO 0.0500 1.74 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 1.0 270 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 320 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2BS: Direct Runoff into Swale - Area #2 Runoff = 0.03 cfs @ 12.46 hrs, Volume= 0.011 af, Depth> 0.25" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 14,405 36 Woods, Fair, HSG A 9,500 39 >75% Grass cover, Good, HSG A (min) (feet) 23,905 37 Weighted Average 23,905 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.2000 0.26 Sheet Flow, Grass: Dense n=0.240 P2=3.25" 0.5 90 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 140 Total, Increased to minimum Tc=6.Omin Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.013 af, Depth> 5.34" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25 -year Rainfall=5.58" Area (sf) CN Description 1.288 98 Roofs, HSG A 1,288 100.00% Impervious Area 8807.Recharge Typell124-hr 25-yearRoinfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/n 08678 © 2018 Hydro CAD Software Solutions LLC Page 16 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 20 0.4000 3.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 0.1 20 Total, Increased to minimum Tc = 6.0 min Summary for Pond 1AP: Grassed Swale Leaching - Area #11 Inflow Area = 0.710 ac, 54.79% Impervious, Inflow Depth > 2.65" for 25 -year event Inflow = 1.98 cfs @ 12.12 hrs, Volume= 0.157 of Outflow = 0.30 cfs @ 12.73 hrs, Volume= 0.139 af, Atten= 85%, Lag= 36.7 min Discarded = 0.12 cfs @ 12.73 hrs, Volume= 0.127 of Secondary = 0.18 cfs @ 12.73 hrs, Volume= 0.012 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.54' @ 12.73 hrs Surf.Area= 2,128 sf Storage= 2,865 cf Plug -Flow detention time= 225.1 min calculated for 0.139 of (89% of inflow) Center -of -Mass det. time= 172.9 min ( 1,003.9 - 831.0 ) Volume Invert Avail.Storage Storage Description 41 49.00' 12,556 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 49.00 1,611 159.0 0 0 1,611 50.00 1,942 172.0 1,774 1,774 1,991 52.00 2,680 197.0 4,602 6,376 2,813 54.00 3,519 222.0 6,180 12,556 3,746 Device Routing Invert Outlet Devices #1 Discarded 49.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Secondary 50.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.12 cfs @ 12.73 hrs HW=50.54' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.12 cfs) Secondary OutFlow Max=0.18 cfs @ 12.73 hrs HW=50.54' TW=36.89' (Dynamic Tailwater) t2=Orifice/Grate (Weir Controls 0.18 cfs @ 0.62 fps) Summary for Pond 1AR: (6) CB's in Pavement Inflow Area = 0.613 ac, 63.50% Impervious, Inflow Depth > 3.02" for 25 -year event Inflow = 1.98 cfs @ 12.12 hrs, Volume= 0.154 of Outflow = 1.98 cfs @ 12.12 hrs, Volume= 0.154 af, Atten= 0%, Lag= 0.0 min Primary = 1.98 cfs @ 12.12 hrs, Volume= 0.154 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.84' @ 12.12 hrs Flood Elev= 54.40' 8807.Recharge Type III 24 -hr 25 -year Rainfall=5.58 " Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10 00-22 s/1)08678 © 2018 HydroCAD Software Solutions LLC Page 17 Device Routing Invert Outlet Devices 41 Primary 51.20' 12.0" Round Culvert X 2.00 L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.20'/ 50.90' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=1.93 cfs @ 12.12 hrs HW=51.83' TW=49.74' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 1.93 cfs @ 2.64 fps) Summary for Pond 2AP: Grassed Swale Leaching - Area 42 Inflow Area = 1.100 ac, 25.89% Impervious, Inflow Depth > 1.45" for 25 -year event Inflow = 1.50 cfs @ 12.10 hrs, Volume= 0.133 of Outflow = 0.54 cfs @ 12.44 hrs, Volume= 0.114 af, Atten= 64%, Lag= 20.4 min Discarded = 0.08 cfs @ 12.44 hrs, Volume= 0.077 of Secondary = 0.47 cfs @ 12.44 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.57' @ 12.44 hrs Surf.Area= 1,318 sf Storage= 1,730 cf Plug -Flow detention time= 171.0 min calculated for 0.114 of (86% of inflow) Center -of -Mass det. time= 108.5 min ( 960.9 - 852.3 ) Volume Invert Avail.Storage Storage Description #1 34.00' 17,275 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 34.00 901 124.0 0 0 901 36.00 1,447 149.0 2,327 2,327 1,509 38.00 2,094 174.0 3,521 5,848 2,228 40.00 2,841 199.0 4,916 10,764 3,059 42.00 3,689 224.0 6,512 17,275 4,000 Device Routing Invert Outlet Devices #1 Discarded 34.00' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Secondary 35.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.44 hrs HW=35.57' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.08 cfs) Secondary OutFlow Max=0.46 cfs @ 12.44 hrs HW=35.57' TW=28.11' (Dynamic Tailwater) 1-2=0rifice/Grate (Weir Controls 0.46 cfs @ 0.85 fps) Summary for Pond 2AR: (6) CB's in Pavement Inflow Area = 0.551 ac, 51.66% Impervious, Inflow Depth > 2.65" for 25 -year event Inflow = 1.50 cfs @ 12.10 hrs, Volume= 0.122 of Outflow = 1.50 cfs @ 12.10 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Primary = 1.50 cfs @ 12.10 hrs, Volume= 0.122 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Recharge Type #Il 24 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD0 10 00-22 s/1)08678 © 2018 HydroCAD Software Solutions LLC Page 18 Peak Elev= 37.07' @ 12.10 hrs Flood Elev= 54.40' Device Routing Invert Outlet Devices 41 Primary 36.70' 12,0" Round Culvert X 4.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 36.70'/ 36.00' S= 0.0100'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=1.48 cfs @ 12.10 hrs HW=37.07' TW=34.87' (DynamicTailwater) t-1=Culvert (Barrel Controls 1.48 cfs @ 2.11 fps) Summary for Pond 2BP: (1) 70'x14' Leaching Facility - (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.47 cfs @ 12.44 hrs, Volume= 0.037 of Outflow = 0.21 cfs @ 13.13 hrs, Volume= 0.037 af, Atten= 55%, Lag= 41.9 min Discarded = 0.21 cfs @ 13.13 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 28.65' @ 13.13 hrs Surf.Area= 980 sf Storage= 329 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 15.3 min ( 809.5 - 794.2 ) Volume Invert Avail.Storage Storage Description #t1 28.00' 2,198 cf 14.00'W x 70.001 x 6.00'H Prismatoid 5,880 cf Overall - 995 cf Embedded = 4,885 cf x 45.0% Voids N2 28.00' 848 cf 6,00'D x 6.00'H Vertical Cone/Cylinder x 5 Inside N1 995 cf Overall - 3.0" Wall Thickness = 848 cf 3,046 cf Total Available Storage Device Routing Invert Outlet Devices N1 Discarded 28.00' 8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.21 cfs @ 13.13 hrs HW=28.65' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.21 cfs) fry for Pond 3P: (2) 15.5'x 4.33'x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Ston Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth > 5.34" for 25 -year event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.013 of Outflow = 0.03 cfs @ 12.52 hrs, Volume= 0.013 af, Atten= 80%, Lag= 25.7 min Discarded = 0.03 cfs @ 12.52 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.23' @ 12.52 hrs Surf.Area=108 sf Storage= 144 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 26.0 min ( 771.9 - 745.8 ) 8807.Recharge Type 11124 -hr 25 -year Rainfall=5.58" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 @ 2018 HydroCAD Software Solutions LLC Page 19 Volume Invert Avail.Storage Storage Description lit 50.00' 231 cf Cultec R-330XLHD x 4 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment=+1.50' x 7.45 sf x 2 rows Device Routing Invert Outlet. Devices 41 Discarded 50.00' 8.270 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.52 hrs H W=51.23' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.03 cfs) 8807.Recharge Type H/ 24 -hr 100 -year Rainfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 sin 08678 © 2018 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1AS: Runoff into Catch Basins - Area #1 Runoff = 2.78 cfs @ 12.12 hrs, Volume= 0.216 af, Depth> 4.23" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description * 16,945 98 Paved parking, HSG A 9,739 39 >75% Grass cover, Good, HSG A 26,684 76 Weighted Average 9,739 36.50% Pervious Area 16,945 63.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 35 0.0130 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.21" 0.2 15 0.0300 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.21" 0.7 130 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.2 180 Total Summary for Subcatchment 1BS: Direct Runoff into Swale - Area #1 Runoff = 0.04 cfs @ 12.16 hrs, Volume= 0.006 af, Depth> 0.76" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 4.244 39 >75% Grass cover, Good. HSG A 4,244 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 41 0.2500 0.27 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 2.5 41 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2AS: Runoff into Catch Basins - Area #2 Runoff = 2.21 cfs @ 12.09 hrs, Volume= 0.161 af, Depth> 3.49" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" 8807.Recharge Type 11124 -hr 100-yearRainfa11=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 21 Area (sf) CN Description * 12,408 98 Paved parking, HSG A 11,611 39 >75% Grass cover, Good, HSG A 24,019 69 Weighted Average 11,611 48.34% Pervious Area 12,408 51.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0500 1.74 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 1.0 270 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.5 320 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2BS: Direct Runoff into Swale - Area N2 Runoff = 0.15 cfs @ 12.30 hrs, Volume= 0.028 af, Depth> 0.62" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 14,405 36 Woods, Fair, NSG A 9,500 39 >75% Grass cover, Good, HSG A 23,905 37 Weighted Average 23,905 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 50 0.2000 0.26 Sheet Flow, Grass: Dense n= 0.240 P2= 3.25" 0.5 90 0.2000 3.13 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.7 140 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 6.74" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100 -year Rainfall=6.98" Area (sf) CN Description 1.288 98 Roofs. HSG A 1,288 100.00% Impervious Area 8807.Recharge Type /H 24 -hr 100 -year Rainfal1=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 22 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 20 0.4000 3.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.25" 0.1 20 Total, Increased to minimum Tc= 6.0 min Summary for Pond 1AP: Grassed Swale Leaching - Area #1 Inflow Area = 0.710 ac, 54.79% Impervious, Inflow Depth > 3.76" for 100 -year event Inflow = 2.82 cfs @ 12.12 hrs, Volume= 0.222 of Outflow = 1.52 cfs @ 12.32 hrs, Volume= 0.195 af, Atten= 46%, Lag= 12.0 min Discarded = 0.13 cfs @ 12.32 hrs, Volume= 0.136 of Secondary = 1.39 cfs @ 12.32 hrs, Volume= 0.059 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 50.64' @ 12.32 hrs Surf.Area= 2,166 sf Storage= 3,091 cf Plug -Flow detention time= 169.2 min calculated for 0.195 of 188% of inflow) Center -of -Mass det. time= 114.1 min ( 936.0 - 821.9 ) Volume Invert Avail.Storage Storage Description H1 49.00' 12,556 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 49.00 1,611 159.0 0 0 1,611 50.00 1,942 172.0 1,774 1,774 1,991 52.00 2,680 197.0 4,602 6,376 2,813 54.00 3,519 222.0 6,180 12,556 3,746 Device Routing Invert Outlet Devices .............. #1 Discarded 49.00' 2.410 In/hr Exfiltration over Wetted area Phase -In= 0.01' #2 Secondary 50.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.32 hrs HW=50.64' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.13 cfs) Secondary OutFlow Max=1.34 cfs @ 12.32 hrs HW=50.64' TW=37.16' (Dynamic Tailwater) t-2=Orifice/Grate (Weir Controls 1.34 cfs @ 1.21 fps) Summary for Pond 1AR: (6) CB's in Pavement Inflow Area = 0.613 ac, 63.50% Impervious, Inflow Depth > 4.23" for 100 -year event Inflow = 2.78 cfs @ 12.12 hrs, Volume= 0.216 of Outflow = 2.78 cfs @ 12.12 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 12.12 hrs, Volume= 0.216 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.99' @ 12.12 hrs Flood Elev= 54.40' 8807.Recharge Type III 24 -hr 100-yearRainfall=6.98" Prepared by J,M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD° 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 23 Device Routing Invert Outlet Devices H1 Primary 51.20' 12,0" Round Culvert X 2,00 L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.20' / 50.90' S= 0.0100 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=2.70 cfs @ 12.12 hrs HW=51.97' TW=50.15' (DynamicTailwater) t-1=Culvert (Barrel Controls 2.70 cfs @ 2.86 fps) Summary for Pond 2AP: Grassed Swale Leaching - Area 42 Inflow Area = 1.100 ac, 25.89% Impervious, Inflow Depth > 2.71" for 100 -year event Inflow = 2.53 cfs @ 12.30 hrs, Volume= 0.248 of Outflow = 2.51 cfs @ 12.32 hrs, Volume= 0.221 af, Atten= 1%, Lag= 1.3 min Discarded = 0.08 cfs @ 12.32 hrs, Volume= 0.083 of Secondary = 2.43 cfs @ 12.32 hrs, Volume= 0.138 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 35.71' @ 12.32 hrs Surf.Area= 1,358 sf Storage= 1,913 cf Plug -Flow detention time= 93.6 min calculated for 0.221 of (89% of inflow) Center -of -Mass det. time= 43.5 min ( 874.6 - 831.1) Volume Invert Avail.Storage Storage Description Ill 34.00' 17,275 cf Grassed Swale (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 34.00 901 124.0 0 0 901 36.00 1,447 149.0 2,327 2,327 1,509 38.00 2,094 174.0 3,521 5,848 2,228 40.00 2,841 199.0 4,916 10,764 3,059 42.00 3,689 224.0 6,512 17,275 4,000 Device Routine Invert Outlet Devices 41 Discarded 34.00' 2.410 in/hr Exflltration over Wetted area Phase -In= 0.01' 42 Secondary 35.50' 24.0" x 24.0" Horiz. Orifice/Grate C=0,600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.32 hrs HW=35.70' (Free Discharge) t-1=Exfiltration (Exflltration Controls 0.08 cfs) Secondary OutFlow Max=2.36 cfs @ 12.32 hrs HW=35.70' TW=30.20' (Dynamic Tailwater) t-2=Orifice/Grate (Weir Controls 2.36 cfs @ 1.47 fps) Summary for Pond 2AR: (6) CB's in Pavement Inflow Area = 0.551 ac, 51.66% Impervious, Inflow Depth > 4.79" for 100 -year event Inflow = 2.38 cfs @ 12.30 hrs, Volume= 0.220 of Outflow = 2.38 cfs @ 12.30 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary = 2.38 cfs @ 12.30 hrs, Volume= 0.220 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 8807.Recharge Type 11124 -hr 100 -year Rainfall=6.98" Prepared by1.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/n 08678 © 2018 HydroCAD Software Solutions LLC Page 24 Peak Elev= 37.17' @ 12.30 hrs Flood Elev= 54.40' Device Routing Invert Outlet Devices #1 Primary 36.70' 12.0" Round Culvert X 4.00 L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 36.70' / 36.00' S=0.0100'/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=2.36 cfs @ 12.30 hrs HW=37.17' TW=35.70' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 2.36 cfs @ 2.39 fps) Summary for Pond 2BP: (1) 70'x14' Leaching Facility - (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 2.43 cfs @ 12.32 hrs, Volume= 0.138 of Outflow = 0.38 cfs @ 13.14 hrs, Volume= 0.138 af, Atten= 84%, Lag= 48.9 min Discarded = 0.38 cfs @ 13.14 hrs, Volume= 0.138 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 33.87' @ 13.14 hrs Surf.Area= 980 sf Storage= 2,982 cf Plug -Flow detention time= 97.9 min calculated for 0.138 of (100% of inflow) Center -of -Mass det. time= 98.2 min ( 880.5 - 782.3 ) Volume Invert Avail.Storage Storage Description 111 28.00' 2,198 cf 14.00'W x 70.00'L x 6.00'H Prismatoid 5,880 cf Overall - 995 cf Embedded = 4,885 cf x 45.0% Voids 42 28.00' 848 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 5 Inside #1 995 cf Overall - 3.0" Wall Thickness = 848 cf 3,046 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 28.00' 8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.38 cfs @ 13.14 hrs HW=33.87' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.38 cfs) try for Pond 313: (2) 15.5'x 4.33'x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Ston Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth > 6.74" for 100 -year event Inflow = 0.20 cfs @ 12.09 hrs, Volume= 0.017 of Outflow = 0.04 cfs @ 12.54 hrs, Volume= 0.017 af, Atten= 82%, Lag= 27.1 min Discarded = 0.04 cfs @ 12.54 hrs, Volume= 0.017 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 51.80' @ 12.54 hrs Surf.Area= 82 sf Storage= 197 cf Plug -Flow detention time= 35.1 min calculated for 0.017 of (100% of inflow) Center -of -Mass det. time= 35.0 min ( 777.6 - 742.6 ) 8807.Recharge Type III 24 -hr 100-yearRoinfall=6.98" Prepared by J.M. O'Reilly & Associates, Inc. Printed 3/7/2022 HydroCAD® 10.00-22 s/208678 @ 2018 HydroCAD Software Solutions LLC Page 25 Volume Invert Avail.Storage Storage Description 41 50.00' 231 cf Cultec R-330XLHD x 4 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 2 rows Device Routing Invert Outlet Devices !t1 Discarded 50.00' 8.270 in/hr Exfiltration over Wetted area Phase -In= 0.01' Discarded OutFlow Max=0.04 cis @ 12.54 hrs HW=51.79' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.04 cfs)