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HomeMy WebLinkAboutMiracle Way - Faith Rd Stormwater Report and O&M Manual(1.18.2023) STORMWATER MANAGEMENT REPORT AND OPERATIONS & MAINTENANCE MANUAL Miracle Way & Faith Road Cluster Subdivision Assessors’ Map 125, Parcel 39, Route 6A Yarmouth, MA JANUARY 18, 2023 PREPARED FOR: THE DAVENPORT COMPANIES 20 NORTH MAIN STREET SOUTH YARMOUTH, MA 02664 PREPARED BY: J.M. O’REILLY & ASSOCIATES, INC. 1573 MAIN STREET P.O. BOX 1773 BREWSTER, MA 02631 508-896-6601 Page 2 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 TABLE OF CONTENTS 1. Property Description and Information 2. Stormwater Management System Description 3. Erosion Control Plan 4. Massachusetts Stormwater Management Design Standards 5. Town of Yarmouth Stormwater Management Regulations Performance Standards 6. Owner and Responsible Party 7. Schedule of Inspection and Maintenance of Stormwater Management Systems 8. Schedule of Vegetation control for Roadway, Driveway & Sight Easement Areas 9. Long Term Lawn Care & Pollution Prevention Plan 10. Emergency Spill Cleanup Plan 11. APPENDICES APPENDIX A – Checklist for Stormwater Report APPENDIX B – TSS Removal Calculation Sheets APPENDIX C - HydroCAD Modeling Reports Page 3 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 II: 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 (9 total). The catch basins then flow into a centralized conveyance system of pipe and manholes Page 4 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 that outlet into two dry water quality swales. Any overflow from the swales is then routed into subsurface leaching galleys. 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. 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 Open Space areas as well as certain backyard 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 4.67 CFS to 1.21 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 (ft3/sec) 2 year 0 0 10 year 0.24 0.06 25 year 1.27 0.29 100 year 4.67 1.22 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 by Contributory Area: Main Stormwater System, M1 (Adjacent to Miracle Way - Route 6A Intersection): • Roadway and shoulder runoff from the North portion of Miracle Way and surrounding area directed via grading and cape cod berms to (2) catch basins at the roadway low point. • Catch basins flow into a central manhole, which then directs flow into the M1 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. Page 5 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 • Overflow enters into (1) 28’ x 14’ subsurface leaching facility consisting of (2) 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. Main Stormwater System, M2 (Adjacent to Faith Road Cul-De-Sac): • Roadway and shoulder runoff from the South portion of Miracle Way and all of Faith Road directed via grading and cape cod berms to a series of catch basins (7 total). • Catch basins flow into a centralized conveyance system of pipe and manholes, which includes (2) outfall pipes flowing into the M2 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 28’ subsurface leaching facility consisting of (10) 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 5): • Driveway and front/side yard runoff flows directly into several dry water quality swales sited adjacent to driveway parking and backyard 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 6 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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. • 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 7 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 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 Open Space areas as well as certain backyard 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 4.67 CFS to 1.22 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)(73,698 sf) = 3,685 cf (pavement and roofs) • Recharge Storage Provided (Subsurface leaching facilities) = 10,546 cf > 3,685 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 Page 8 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 accordance with the MA Stormwater Manual, the required water quality depth (Dwq) across the 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)(55,666 sf) = 4,639 cf (pavement) • Water Quality Storage Provided (Dry water quality swales M1 & M2) = 9,113 cf > 4,639 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 II 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 9 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 Town of Yarmouth Stormwater Management Regulations Performance Standards: The following is a description of how the proposed project meets the Performance Standards of the Town of Yarmouth Conservation Commission’s Stormwater Management Regulations (Section 2.05). (1) Low Impact Development (LID) site planning and design strategies must be implemented unless infeasible in order to reduce the discharge of stormwater from development sites. Reduce the amount of runoff over paved surfaces through the implementation of LID techniques, such as infiltrating roof runoff at the source, planting large canopy trees over impervious areas to intercept rainfall, use of porous paving materials, etc. where feasible. The applicant must document in writing why LID strategies are not appropriate when not used to manage stormwater. Project proposes no disturbance to any Wetland Resource Areas. Project is a Clustered Subdivision per Yarmouth Zoning bylaws Section 402, providing significant Open Space and limiting impervious surface area required for the developed portion of the site. Project proposes dry water quality swales which will be vegetated with Conservation approved seed mix and native shrub plantings, see ‘C9 Landscape Plan’. (2) Good housekeeping procedures shall be used to reduce sources of sediment, phosphorus, nitrogen and other contaminants in stormwater runoff. These shall be documented in the Operation and Maintenance Plan. See the following sections of this report: • ‘Erosion Control Plan’ • ‘Schedule of Inspection and Maintenance of Stormwater Management Systems’ • ‘Schedule of Vegetation Control for Roadway, Driveway and Sight Easement Areas’ • ‘Long-term Lawn Care and Pollution Prevention Plan’ • ‘Emergency Spill Cleanup Plan’ (3) Stormwater management systems design shall be consistent with, or more stringent than, the requirements of the 2008 Massachusetts Stormwater Handbook (as amended) with the following additional requirements: (a) Post-development peak discharge rates do not exceed pre-development peak discharge rates for the 2, 10, 25, 50 and 100-year 24-hour storms. The 50-year post-development stormwater volume shall be retained onsite through design of the stormwater management system to the maximum extent practicable. The 100-year post-development stormwater volume shall be controlled onsite with no offsite discharge to the maximum extent practicable. This Standard may be waived for discharges to land subject to coastal storm Page 10 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 flowage as defined in the Massachusetts Wetlands Protection Regulations at 310 CMR 10.04. Project meets this standard. See Standard 2: Peak Discharge and Standard 3: Recharge calculations provided in the ‘Massachusetts Stormwater Management Design Standards’ section of this report. Pre- vs. Post-Construction Discharge rates table is shown in the ‘Stormwater Management System Description’ section of this report. (b) Structural pretreatment is required for all proposed infiltration devices to remove 44% TSS from runoff before it enters the infiltration device. Runoff from non-metal roofs may be infiltrated without pretreatment. Runoff from metal roofs may be infiltrated without pretreatment only if the roof is located outside the Zone II or Interim Wellhead Protection Area of a public water supply and outside an industrial site, otherwise, pretreatment is required as specified in the Stormwater Management Handbook. Project meets this standard. See TSS Calculations provided in Appendix B of this report. (c) The calculations of runoff volumes and peak rates required under Massachusetts Stormwater Management Standard 2 shall be based on precipitation data provided in National Oceanic and Atmospheric Administration (NOAA) – National Weather Service “NOAA Atlas 14” unless otherwise authorized by the Commission. Project meets this standard. (4) Stormwater management systems for new developments shall be designed to meet an average annual pollutant removal equivalent to 90% of the average annual load of TSS AND 60% of the average annual load of Total Phosphorus (TP) AND 30% of average annual load of Total Nitrogen (TN) related to the total post-construction impervious area on the site as achieved through one of the following methods: (b) Retaining the volume of runoff equivalent to, or greater than one (1.0) inch multiplied by the total post-construction impervious surface area on the new development site, with pretreatment provided in accordance with Section 2.05(3)(b) Project provides (2) water quality swales as part of the treatment train for both of the main roadway stormwater systems. Deep sump catch basins provide pretreatment. See Standard 4: Water Quality calculations provided in the ‘Massachusetts Stormwater Management Design Standards’ section of this report. Page 11 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 (5) Stormwater management systems for redevelopments shall be designed to meet an average annual pollutant removal equivalent to 80% of the average annual post-construction load of TSS AND 50% of the average annual load of TP AND 30% of the average annual load of TN related to the total post-construction impervious area on the site as achieved through one of the following methods: N/A. Project is a new development. (6) In complying with (4) and (5) above, the required removal percentage is not required for each storm; it is the average removal over a year that is required. Pollutant removal shall be calculated consistent with EPA Region 1’s BMP Accounting and Tracking Tool (2016) (https://www.epa.gov/npdes-permits/stormwater-tools-new-england) or other BMP performance evaluation tool provided by EPA Region 1 where available. If EPA Region 1 tools do not address the planned or installed BMP performance any federally or State approved BMP design guidance or performance standards (e.g. State stormwater handbooks and design guidance manuals) may be used to calculate BMP performance. TSS Calculation Sheet provided per MA Stormwater handbook standards in Appendix B of this report. (7) Discharges to water bodies or their tributaries subject to one or more approved Total Maximum Daily Load (TMDL) or impaired waterbodies and their tributaries, listed as Category 4b or 5 in the current Massachusetts Integrated List of Waters listed pursuant to the Federal Clean Water Act Sections 303(d) and 305(b) without an EPA approved TMDL shall adhere to the following: N/A. No discharges to water bodies or their tributaries are proposed. Page 12 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 13 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 to keep the roadway clear of sediment, leaf litter, other organic debris and any other potential stormwater pollutants. Removal shall occur a minimum of twice a year: in the Spring (after snowmelt) and Fall (after leaf fall). 3. The hooded, deep-sump catch basins shall be inspected at least two times per year; at the end of foliage (approximately November 30th) and snow removal (approximately March 31st) 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 14 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 easement ‘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 15 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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.  Wash vehicles at commercial car washes or on lawns or pervious areas using biodegradable and phosphate free detergent.  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 16 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 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 17 of 17 DAVENPORT CLUSTER SUBDIVISION - MIRACLE WAY & FAITH ROAD STORMWATER MANAGEMENT REPORT ASSESSORS’ MAP 125, PARCEL 39, ROUTE 6A, YARMOUTH, MA JANUARY 18, 2023 O&M Log Form Condition Inspector Initials Item Inspected Date Time Good Clean-out Needed Repair Needed Repaired Date O&M Log form records to be maintained by property manager for a minimum of three years VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Deep Sump and Hooded Catch Basin 0.251.00 0.25 0.75Water Quality Swale - Dry 0.700.75 0.53 0.230.000.23 0.00 0.230.000.23 0.00 0.230.000.23 0.00 0.23Total TSS Removal =78%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Davenport Cluster SubdivisionPrepared By:RFR*Equals remaining load from previous BMP (E)Date:1/18/2023which enters the BMPRoadway (Pretreatment)TSS Removal Calculation WorksheetNon-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Deep Sump and Hooded Catch Basin 0.251.00 0.25 0.75Water Quality Swale - Dry 0.700.75 0.53 0.23Subsurface Infiltration Structure 0.800.23 0.18 0.050.000.05 0.00 0.050.000.05 0.00 0.05Total TSS Removal =96%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Davenport Cluster SubdivisionPrepared By:RFR*Equals remaining load from previous BMP (E)Date:1/18/2023which enters the BMPRoadway (Treatment)TSS Removal Calculation WorksheetNon-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Subsurface Infiltration Structure 0.801.00 0.80 0.200.000.20 0.00 0.200.000.20 0.00 0.200.000.20 0.00 0.200.000.20 0.00 0.20Total TSS Removal =80%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:Davenport Cluster SubdivisionPrepared By:RFR*Equals remaining load from previous BMP (E)Date:1/18/2023which enters the BMPRoof RunoffTSS Removal Calculation WorksheetNon-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection M1 - Watershed Area M3 - Dwelling RoofsM2 - Watershed Area 1AS Runoff into Catch Basins - M1 1BS Direct Runoff into Swale - M1 2AS Runoff into Catch Basins - M2 2BS Direct Runoff into Swale - M2 3S Roof Runoff (per Dwelling) 1AP Grassed Swale Leaching - M1 1AR CB (2) CB's in Pavement 1BP (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around 2AP Grassed Swale Leaching - M2 2AR CB (7) CB's in Pavement 2BP (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around 3P (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Routing Diagram for 8807.Recharge(10.19.22) Prepared by J M O'Reilly & Associates Inc, Printed 1/20/2023 HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 2HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1AS: Runoff into Catch Basins - M1 Runoff = 0.06 cfs @ 12.33 hrs, Volume= 0.012 af, Depth= 0.27" Routed to Pond 1AR : (2) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 6,286 98 Paved parking, HSG A 15,144 39 >75% Grass cover, Good, HSG A 2,500 36 Woods, Fair, HSG A 23,930 54 Weighted Average 17,644 73.73% Pervious Area 6,286 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 0.5 50 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 160 Total Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 3HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1BS: Direct Runoff into Swale - M1 Runoff = 0.00 cfs @ 23.83 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 1AP : Grassed Swale Leaching - M1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 7,973 39 >75% Grass cover, Good, HSG A 7,973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 4HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Runoff into Catch Basins - M2 Runoff = 0.32 cfs @ 12.35 hrs, Volume= 0.064 af, Depth= 0.27" Routed to Pond 2AR : (7) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 33,633 98 Paved parking, HSG A 48,641 39 >75% Grass cover, Good, HSG A 42,245 36 Woods, Fair, HSG A 124,519 54 Weighted Average 90,886 72.99% Pervious Area 33,633 27.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 90 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 130 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 270 Total Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 5HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Direct Runoff into Swale - M2 Runoff = 0.00 cfs @ 17.07 hrs, Volume= 0.003 af, Depth= 0.02" Routed to Pond 2AP : Grassed Swale Leaching - M2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 25,000 36 Woods, Fair, HSG A 24,058 39 >75% Grass cover, Good, HSG A 4,089 98 Paved parking, HSG A 53,147 42 Weighted Average 49,058 92.31% Pervious Area 4,089 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 2.8 330 0.0800 1.98 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 380 Total Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 6HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.10 cfs @ 12.08 hrs, Volume= 0.008 af, Depth= 3.13" Routed to Pond 3P : (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 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 Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 7HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AP: Grassed Swale Leaching - M1 Inflow Area = 0.732 ac, 19.70% Impervious, Inflow Depth = 0.20" for 2-year event Inflow = 0.06 cfs @ 12.33 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 13.76 hrs, Volume= 0.012 af, Atten= 67%, Lag= 86.0 min Discarded = 0.02 cfs @ 13.76 hrs, Volume= 0.012 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 1BP : (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 48.72' @ 13.76 hrs Surf.Area= 358 sf Storage= 76 cf Plug-Flow detention time= 32.2 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 32.2 min ( 987.3 - 955.1 ) Volume Invert Avail.Storage Storage Description #1 48.50' 2,417 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) 48.50 319 92.0 0 0 319 50.00 624 111.0 695 695 662 50.50 738 117.0 340 1,035 784 52.00 1,118 136.0 1,382 2,417 1,212 Device Routing Invert Outlet Devices #1 Discarded 48.50'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 50.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 13.76 hrs HW=48.72' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=48.50' TW=41.50' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 8HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AR: (2) CB's in Pavement Inflow Area = 0.549 ac, 26.27% Impervious, Inflow Depth = 0.27" for 2-year event Inflow = 0.06 cfs @ 12.33 hrs, Volume= 0.012 af Outflow = 0.06 cfs @ 12.33 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.06 cfs @ 12.33 hrs, Volume= 0.012 af Routed to Pond 1AP : Grassed Swale Leaching - M1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.40' @ 12.33 hrs Flood Elev= 53.80' Device Routing Invert Outlet Devices #1 Primary 51.30'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.30' / 50.50' S= 0.0160 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.06 cfs @ 12.33 hrs HW=51.40' TW=48.59' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.06 cfs @ 1.21 fps) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 9HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1BP: (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 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 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 41.50' @ 0.00 hrs Surf.Area= 392 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 41.50' 967 cf 14.00'W x 28.00'L x 6.50'H Prismatoid 2,548 cf Overall - 398 cf Embedded = 2,150 cf x 45.0% Voids #2 42.00' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 398 cf Overall - 3.0" Wall Thickness = 339 cf 1,307 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 41.50'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=41.50' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 10HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AP: Grassed Swale Leaching - M2 Inflow Area = 4.079 ac, 21.23% Impervious, Inflow Depth = 0.20" for 2-year event Inflow = 0.32 cfs @ 12.35 hrs, Volume= 0.067 af Outflow = 0.16 cfs @ 12.67 hrs, Volume= 0.067 af, Atten= 49%, Lag= 19.1 min Discarded = 0.16 cfs @ 12.67 hrs, Volume= 0.067 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 2BP : (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 33.07' @ 12.67 hrs Surf.Area= 2,921 sf Storage= 203 cf Plug-Flow detention time= 6.7 min calculated for 0.067 af (100% of inflow) Center-of-Mass det. time= 6.7 min ( 969.5 - 962.8 ) Volume Invert Avail.Storage Storage Description #1 33.00' 6,696 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) 33.00 2,890 222.0 0 0 2,890 35.00 3,828 247.0 6,696 6,696 3,934 Device Routing Invert Outlet Devices #1 Discarded 33.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 34.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.16 cfs @ 12.67 hrs HW=33.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=26.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 11HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AR: (7) CB's in Pavement Inflow Area = 2.859 ac, 27.01% Impervious, Inflow Depth = 0.27" for 2-year event Inflow = 0.32 cfs @ 12.35 hrs, Volume= 0.064 af Outflow = 0.32 cfs @ 12.35 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.35 hrs, Volume= 0.064 af Routed to Pond 2AP : Grassed Swale Leaching - M2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 35.82' @ 12.35 hrs Flood Elev= 38.20' Device Routing Invert Outlet Devices #1 Primary 35.70'12.0" Round Culvert X 7.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 35.70' / 35.00' S= 0.0140 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.32 cfs @ 12.35 hrs HW=35.82' TW=33.04' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.32 cfs @ 1.29 fps) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 12HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2BP: (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 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 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 26.00' @ 0.00 hrs Surf.Area= 1,960 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 26.00' 4,837 cf 28.00'W x 70.00'L x 6.50'H Prismatoid 12,740 cf Overall - 1,991 cf Embedded = 10,749 cf x 45.0% Voids #2 26.50' 1,696 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 10 Inside #1 1,991 cf Overall - 3.0" Wall Thickness = 1,696 cf 6,534 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 26.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.00' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 13HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 3.13" for 2-year event Inflow = 0.10 cfs @ 12.08 hrs, Volume= 0.008 af Outflow = 0.03 cfs @ 12.42 hrs, Volume= 0.008 af, Atten= 72%, Lag= 20.3 min Discarded = 0.03 cfs @ 12.42 hrs, Volume= 0.008 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.50' @ 12.42 hrs Surf.Area= 120 sf Storage= 61 cf Plug-Flow detention time= 10.9 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= 10.9 min ( 766.3 - 755.4 ) Volume Invert Avail.Storage Storage Description #1 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 #1 Discarded 50.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.42 hrs HW=50.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 14HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1AS: Runoff into Catch Basins - M1 Runoff = 0.42 cfs @ 12.11 hrs, Volume= 0.039 af, Depth= 0.86" Routed to Pond 1AR : (2) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 6,286 98 Paved parking, HSG A 15,144 39 >75% Grass cover, Good, HSG A 2,500 36 Woods, Fair, HSG A 23,930 54 Weighted Average 17,644 73.73% Pervious Area 6,286 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 0.5 50 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 160 Total Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 15HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1BS: Direct Runoff into Swale - M1 Runoff = 0.00 cfs @ 12.50 hrs, Volume= 0.003 af, Depth= 0.18" Routed to Pond 1AP : Grassed Swale Leaching - M1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 7,973 39 >75% Grass cover, Good, HSG A 7,973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 16HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Runoff into Catch Basins - M2 Runoff = 2.06 cfs @ 12.13 hrs, Volume= 0.206 af, Depth= 0.86" Routed to Pond 2AR : (7) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 33,633 98 Paved parking, HSG A 48,641 39 >75% Grass cover, Good, HSG A 42,245 36 Woods, Fair, HSG A 124,519 54 Weighted Average 90,886 72.99% Pervious Area 33,633 27.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 90 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 130 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 270 Total Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 17HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Direct Runoff into Swale - M2 Runoff = 0.11 cfs @ 12.40 hrs, Volume= 0.029 af, Depth= 0.28" Routed to Pond 2AP : Grassed Swale Leaching - M2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 25,000 36 Woods, Fair, HSG A 24,058 39 >75% Grass cover, Good, HSG A 4,089 98 Paved parking, HSG A 53,147 42 Weighted Average 49,058 92.31% Pervious Area 4,089 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 2.8 330 0.0800 1.98 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 380 Total Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 18HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.14 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 4.64" Routed to Pond 3P : (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 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 Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 19HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AP: Grassed Swale Leaching - M1 Inflow Area = 0.732 ac, 19.70% Impervious, Inflow Depth = 0.69" for 10-year event Inflow = 0.42 cfs @ 12.11 hrs, Volume= 0.042 af Outflow = 0.05 cfs @ 14.06 hrs, Volume= 0.042 af, Atten= 87%, Lag= 117.1 min Discarded = 0.04 cfs @ 14.06 hrs, Volume= 0.041 af Secondary = 0.02 cfs @ 14.06 hrs, Volume= 0.002 af Routed to Pond 1BP : (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.01' @ 14.06 hrs Surf.Area= 626 sf Storage= 699 cf Plug-Flow detention time= 234.6 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 234.6 min ( 1,141.4 - 906.8 ) Volume Invert Avail.Storage Storage Description #1 48.50' 2,417 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) 48.50 319 92.0 0 0 319 50.00 624 111.0 695 695 662 50.50 738 117.0 340 1,035 784 52.00 1,118 136.0 1,382 2,417 1,212 Device Routing Invert Outlet Devices #1 Discarded 48.50'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 50.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 14.06 hrs HW=50.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.02 cfs @ 14.06 hrs HW=50.01' TW=41.50' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.02 cfs @ 0.29 fps) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 20HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AR: (2) CB's in Pavement Inflow Area = 0.549 ac, 26.27% Impervious, Inflow Depth = 0.86" for 10-year event Inflow = 0.42 cfs @ 12.11 hrs, Volume= 0.039 af Outflow = 0.42 cfs @ 12.11 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary = 0.42 cfs @ 12.11 hrs, Volume= 0.039 af Routed to Pond 1AP : Grassed Swale Leaching - M1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.55' @ 12.11 hrs Flood Elev= 53.80' Device Routing Invert Outlet Devices #1 Primary 51.30'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.30' / 50.50' S= 0.0160 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.41 cfs @ 12.11 hrs HW=51.55' TW=48.90' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.41 cfs @ 1.34 fps) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 21HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1BP: (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.02 cfs @ 14.06 hrs, Volume= 0.002 af Outflow = 0.02 cfs @ 14.07 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.5 min Discarded = 0.02 cfs @ 14.07 hrs, Volume= 0.002 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 41.50' @ 14.07 hrs Surf.Area= 392 sf Storage= 0 cf Plug-Flow detention time= 0.4 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 875.8 - 875.4 ) Volume Invert Avail.Storage Storage Description #1 41.50' 967 cf 14.00'W x 28.00'L x 6.50'H Prismatoid 2,548 cf Overall - 398 cf Embedded = 2,150 cf x 45.0% Voids #2 42.00' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 398 cf Overall - 3.0" Wall Thickness = 339 cf 1,307 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 41.50'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.02 cfs @ 14.07 hrs HW=41.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 22HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AP: Grassed Swale Leaching - M2 Inflow Area = 4.079 ac, 21.23% Impervious, Inflow Depth = 0.69" for 10-year event Inflow = 2.06 cfs @ 12.13 hrs, Volume= 0.234 af Outflow = 0.20 cfs @ 15.88 hrs, Volume= 0.234 af, Atten= 90%, Lag= 224.6 min Discarded = 0.20 cfs @ 15.88 hrs, Volume= 0.234 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 2BP : (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 34.32' @ 15.88 hrs Surf.Area= 3,493 sf Storage= 4,199 cf Plug-Flow detention time= 249.1 min calculated for 0.234 af (100% of inflow) Center-of-Mass det. time= 249.1 min ( 1,159.2 - 910.1 ) Volume Invert Avail.Storage Storage Description #1 33.00' 6,696 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) 33.00 2,890 222.0 0 0 2,890 35.00 3,828 247.0 6,696 6,696 3,934 Device Routing Invert Outlet Devices #1 Discarded 33.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 34.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.20 cfs @ 15.88 hrs HW=34.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.20 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=26.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 23HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AR: (7) CB's in Pavement Inflow Area = 2.859 ac, 27.01% Impervious, Inflow Depth = 0.86" for 10-year event Inflow = 2.06 cfs @ 12.13 hrs, Volume= 0.206 af Outflow = 2.06 cfs @ 12.13 hrs, Volume= 0.206 af, Atten= 0%, Lag= 0.0 min Primary = 2.06 cfs @ 12.13 hrs, Volume= 0.206 af Routed to Pond 2AP : Grassed Swale Leaching - M2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 36.00' @ 12.13 hrs Flood Elev= 38.20' Device Routing Invert Outlet Devices #1 Primary 35.70'12.0" Round Culvert X 7.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 35.70' / 35.00' S= 0.0140 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=2.03 cfs @ 12.13 hrs HW=36.00' TW=33.23' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.03 cfs @ 2.19 fps) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 24HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2BP: (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 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 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 26.00' @ 0.00 hrs Surf.Area= 1,960 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 26.00' 4,837 cf 28.00'W x 70.00'L x 6.50'H Prismatoid 12,740 cf Overall - 1,991 cf Embedded = 10,749 cf x 45.0% Voids #2 26.50' 1,696 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 10 Inside #1 1,991 cf Overall - 3.0" Wall Thickness = 1,696 cf 6,534 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 26.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.00' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 25HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 4.64" for 10-year event Inflow = 0.14 cfs @ 12.08 hrs, Volume= 0.011 af Outflow = 0.03 cfs @ 12.50 hrs, Volume= 0.011 af, Atten= 79%, Lag= 24.7 min Discarded = 0.03 cfs @ 12.50 hrs, Volume= 0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.99' @ 12.50 hrs Surf.Area= 112 sf Storage= 117 cf Plug-Flow detention time= 21.3 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 21.3 min ( 769.7 - 748.4 ) Volume Invert Avail.Storage Storage Description #1 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 #1 Discarded 50.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.50 hrs HW=50.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 26HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1AS: Runoff into Catch Basins - M1 Runoff = 0.75 cfs @ 12.10 hrs, Volume= 0.062 af, Depth= 1.35" Routed to Pond 1AR : (2) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 6,286 98 Paved parking, HSG A 15,144 39 >75% Grass cover, Good, HSG A 2,500 36 Woods, Fair, HSG A 23,930 54 Weighted Average 17,644 73.73% Pervious Area 6,286 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 0.5 50 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 160 Total Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 27HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1BS: Direct Runoff into Swale - M1 Runoff = 0.03 cfs @ 12.36 hrs, Volume= 0.006 af, Depth= 0.40" Routed to Pond 1AP : Grassed Swale Leaching - M1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 7,973 39 >75% Grass cover, Good, HSG A 7,973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 28HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Runoff into Catch Basins - M2 Runoff = 3.69 cfs @ 12.12 hrs, Volume= 0.322 af, Depth= 1.35" Routed to Pond 2AR : (7) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 33,633 98 Paved parking, HSG A 48,641 39 >75% Grass cover, Good, HSG A 42,245 36 Woods, Fair, HSG A 124,519 54 Weighted Average 90,886 72.99% Pervious Area 33,633 27.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 90 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 130 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 270 Total Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 29HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Direct Runoff into Swale - M2 Runoff = 0.32 cfs @ 12.29 hrs, Volume= 0.057 af, Depth= 0.56" Routed to Pond 2AP : Grassed Swale Leaching - M2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 25,000 36 Woods, Fair, HSG A 24,058 39 >75% Grass cover, Good, HSG A 4,089 98 Paved parking, HSG A 53,147 42 Weighted Average 49,058 92.31% Pervious Area 4,089 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 2.8 330 0.0800 1.98 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 380 Total Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 30HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 5.60" Routed to Pond 3P : (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 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 Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 31HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AP: Grassed Swale Leaching - M1 Inflow Area = 0.732 ac, 19.70% Impervious, Inflow Depth = 1.11" for 25-year event Inflow = 0.75 cfs @ 12.10 hrs, Volume= 0.068 af Outflow = 0.40 cfs @ 12.37 hrs, Volume= 0.066 af, Atten= 46%, Lag= 16.1 min Discarded = 0.04 cfs @ 12.37 hrs, Volume= 0.045 af Secondary = 0.37 cfs @ 12.37 hrs, Volume= 0.021 af Routed to Pond 1BP : (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.06' @ 12.37 hrs Surf.Area= 637 sf Storage= 731 cf Plug-Flow detention time= 174.3 min calculated for 0.066 af (97% of inflow) Center-of-Mass det. time= 157.5 min ( 1,047.5 - 889.9 ) Volume Invert Avail.Storage Storage Description #1 48.50' 2,417 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) 48.50 319 92.0 0 0 319 50.00 624 111.0 695 695 662 50.50 738 117.0 340 1,035 784 52.00 1,118 136.0 1,382 2,417 1,212 Device Routing Invert Outlet Devices #1 Discarded 48.50'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 50.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 12.37 hrs HW=50.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=0.35 cfs @ 12.37 hrs HW=50.06' TW=41.77' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.35 cfs @ 0.78 fps) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 32HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AR: (2) CB's in Pavement Inflow Area = 0.549 ac, 26.27% Impervious, Inflow Depth = 1.35" for 25-year event Inflow = 0.75 cfs @ 12.10 hrs, Volume= 0.062 af Outflow = 0.75 cfs @ 12.10 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Primary = 0.75 cfs @ 12.10 hrs, Volume= 0.062 af Routed to Pond 1AP : Grassed Swale Leaching - M1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.64' @ 12.10 hrs Flood Elev= 53.80' Device Routing Invert Outlet Devices #1 Primary 51.30'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.30' / 50.50' S= 0.0160 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=0.73 cfs @ 12.10 hrs HW=51.64' TW=49.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.73 cfs @ 1.56 fps) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 33HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1BP: (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.37 cfs @ 12.37 hrs, Volume= 0.021 af Outflow = 0.09 cfs @ 12.95 hrs, Volume= 0.021 af, Atten= 74%, Lag= 34.9 min Discarded = 0.09 cfs @ 12.95 hrs, Volume= 0.021 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 42.65' @ 12.95 hrs Surf.Area= 392 sf Storage= 220 cf Plug-Flow detention time= 22.8 min calculated for 0.021 af (100% of inflow) Center-of-Mass det. time= 22.8 min ( 831.3 - 808.5 ) Volume Invert Avail.Storage Storage Description #1 41.50' 967 cf 14.00'W x 28.00'L x 6.50'H Prismatoid 2,548 cf Overall - 398 cf Embedded = 2,150 cf x 45.0% Voids #2 42.00' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 398 cf Overall - 3.0" Wall Thickness = 339 cf 1,307 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 41.50'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.09 cfs @ 12.95 hrs HW=42.65' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 34HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AP: Grassed Swale Leaching - M2 Inflow Area = 4.079 ac, 21.23% Impervious, Inflow Depth = 1.12" for 25-year event Inflow = 3.97 cfs @ 12.13 hrs, Volume= 0.379 af Outflow = 0.96 cfs @ 12.66 hrs, Volume= 0.359 af, Atten= 76%, Lag= 32.0 min Discarded = 0.21 cfs @ 12.66 hrs, Volume= 0.264 af Secondary = 0.75 cfs @ 12.66 hrs, Volume= 0.095 af Routed to Pond 2BP : (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 34.59' @ 12.66 hrs Surf.Area= 3,627 sf Storage= 5,181 cf Plug-Flow detention time= 224.8 min calculated for 0.358 af (95% of inflow) Center-of-Mass det. time= 197.3 min ( 1,089.6 - 892.3 ) Volume Invert Avail.Storage Storage Description #1 33.00' 6,696 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) 33.00 2,890 222.0 0 0 2,890 35.00 3,828 247.0 6,696 6,696 3,934 Device Routing Invert Outlet Devices #1 Discarded 33.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 34.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.21 cfs @ 12.66 hrs HW=34.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Secondary OutFlow Max=0.75 cfs @ 12.66 hrs HW=34.59' TW=26.15' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.75 cfs @ 1.00 fps) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 35HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AR: (7) CB's in Pavement Inflow Area = 2.859 ac, 27.01% Impervious, Inflow Depth = 1.35" for 25-year event Inflow = 3.69 cfs @ 12.12 hrs, Volume= 0.322 af Outflow = 3.69 cfs @ 12.12 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 12.12 hrs, Volume= 0.322 af Routed to Pond 2AP : Grassed Swale Leaching - M2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 36.11' @ 12.12 hrs Flood Elev= 38.20' Device Routing Invert Outlet Devices #1 Primary 35.70'12.0" Round Culvert X 7.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 35.70' / 35.00' S= 0.0140 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=3.67 cfs @ 12.12 hrs HW=36.11' TW=33.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.67 cfs @ 1.72 fps) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 36HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2BP: (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 0.75 cfs @ 12.66 hrs, Volume= 0.095 af Outflow = 0.40 cfs @ 13.38 hrs, Volume= 0.095 af, Atten= 47%, Lag= 43.1 min Discarded = 0.40 cfs @ 13.38 hrs, Volume= 0.095 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 26.59' @ 13.38 hrs Surf.Area= 1,960 sf Storage= 535 cf Plug-Flow detention time= 11.8 min calculated for 0.095 af (100% of inflow) Center-of-Mass det. time= 11.8 min ( 846.4 - 834.6 ) Volume Invert Avail.Storage Storage Description #1 26.00' 4,837 cf 28.00'W x 70.00'L x 6.50'H Prismatoid 12,740 cf Overall - 1,991 cf Embedded = 10,749 cf x 45.0% Voids #2 26.50' 1,696 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 10 Inside #1 1,991 cf Overall - 3.0" Wall Thickness = 1,696 cf 6,534 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 26.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.40 cfs @ 13.38 hrs HW=26.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 37HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 5.60" for 25-year event Inflow = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af Outflow = 0.03 cfs @ 12.52 hrs, Volume= 0.014 af, Atten= 81%, Lag= 26.1 min Discarded = 0.03 cfs @ 12.52 hrs, Volume= 0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.33' @ 12.52 hrs Surf.Area= 103 sf Storage= 154 cf Plug-Flow detention time= 27.9 min calculated for 0.014 af (100% of inflow) Center-of-Mass det. time= 27.9 min ( 773.4 - 745.6 ) Volume Invert Avail.Storage Storage Description #1 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 #1 Discarded 50.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.52 hrs HW=51.33' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 38HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1AS: Runoff into Catch Basins - M1 Runoff = 1.33 cfs @ 12.10 hrs, Volume= 0.102 af, Depth= 2.23" Routed to Pond 1AR : (2) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 6,286 98 Paved parking, HSG A 15,144 39 >75% Grass cover, Good, HSG A 2,500 36 Woods, Fair, HSG A 23,930 54 Weighted Average 17,644 73.73% Pervious Area 6,286 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0600 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 0.5 50 0.0600 1.71 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.3 60 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 160 Total Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 39HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1BS: Direct Runoff into Swale - M1 Runoff = 0.10 cfs @ 12.13 hrs, Volume= 0.013 af, Depth= 0.88" Routed to Pond 1AP : Grassed Swale Leaching - M1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 7,973 39 >75% Grass cover, Good, HSG A 7,973 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 40HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2AS: Runoff into Catch Basins - M2 Runoff = 6.59 cfs @ 12.12 hrs, Volume= 0.530 af, Depth= 2.23" Routed to Pond 2AR : (7) CB's in Pavement Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 33,633 98 Paved parking, HSG A 48,641 39 >75% Grass cover, Good, HSG A 42,245 36 Woods, Fair, HSG A 124,519 54 Weighted Average 90,886 72.99% Pervious Area 33,633 27.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.5 50 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 90 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 130 0.0600 4.97 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 270 Total Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 41HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2BS: Direct Runoff into Swale - M2 Runoff = 1.09 cfs @ 12.12 hrs, Volume= 0.115 af, Depth= 1.13" Routed to Pond 2AP : Grassed Swale Leaching - M2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 25,000 36 Woods, Fair, HSG A 24,058 39 >75% Grass cover, Good, HSG A 4,089 98 Paved parking, HSG A 53,147 42 Weighted Average 49,058 92.31% Pervious Area 4,089 7.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.1600 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 2.8 330 0.0800 1.98 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 380 Total Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 42HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Roof Runoff (per Dwelling) Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.017 af, Depth= 7.07" Routed to Pond 3P : (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 1,288 98 Roofs, HSG A 1,288 100.00% Impervious Area 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 Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 43HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AP: Grassed Swale Leaching - M1 Inflow Area = 0.732 ac, 19.70% Impervious, Inflow Depth = 1.89" for 100-year event Inflow = 1.43 cfs @ 12.10 hrs, Volume= 0.115 af Outflow = 1.32 cfs @ 12.15 hrs, Volume= 0.110 af, Atten= 7%, Lag= 3.1 min Discarded = 0.04 cfs @ 12.15 hrs, Volume= 0.048 af Secondary = 1.29 cfs @ 12.15 hrs, Volume= 0.062 af Routed to Pond 1BP : (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.13' @ 12.15 hrs Surf.Area= 654 sf Storage= 780 cf Plug-Flow detention time= 112.2 min calculated for 0.110 af (96% of inflow) Center-of-Mass det. time= 89.9 min ( 962.6 - 872.7 ) Volume Invert Avail.Storage Storage Description #1 48.50' 2,417 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) 48.50 319 92.0 0 0 319 50.00 624 111.0 695 695 662 50.50 738 117.0 340 1,035 784 52.00 1,118 136.0 1,382 2,417 1,212 Device Routing Invert Outlet Devices #1 Discarded 48.50'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 50.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 12.15 hrs HW=50.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Secondary OutFlow Max=1.27 cfs @ 12.15 hrs HW=50.13' TW=42.43' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.27 cfs @ 1.19 fps) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 44HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1AR: (2) CB's in Pavement Inflow Area = 0.549 ac, 26.27% Impervious, Inflow Depth = 2.23" for 100-year event Inflow = 1.33 cfs @ 12.10 hrs, Volume= 0.102 af Outflow = 1.33 cfs @ 12.10 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 12.10 hrs, Volume= 0.102 af Routed to Pond 1AP : Grassed Swale Leaching - M1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.77' @ 12.10 hrs Flood Elev= 53.80' Device Routing Invert Outlet Devices #1 Primary 51.30'12.0" Round Culvert X 2.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 51.30' / 50.50' S= 0.0160 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=1.32 cfs @ 12.10 hrs HW=51.77' TW=50.01' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.32 cfs @ 1.84 fps) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 45HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1BP: (1) 28'x14' Leaching Facility - (2) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 1.29 cfs @ 12.15 hrs, Volume= 0.062 af Outflow = 0.16 cfs @ 13.01 hrs, Volume= 0.062 af, Atten= 87%, Lag= 51.5 min Discarded = 0.16 cfs @ 13.01 hrs, Volume= 0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 46.91' @ 13.01 hrs Surf.Area= 392 sf Storage= 1,085 cf Plug-Flow detention time= 82.3 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 82.2 min ( 888.4 - 806.2 ) Volume Invert Avail.Storage Storage Description #1 41.50' 967 cf 14.00'W x 28.00'L x 6.50'H Prismatoid 2,548 cf Overall - 398 cf Embedded = 2,150 cf x 45.0% Voids #2 42.00' 339 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 2 Inside #1 398 cf Overall - 3.0" Wall Thickness = 339 cf 1,307 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 41.50'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.16 cfs @ 13.01 hrs HW=46.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.16 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 46HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AP: Grassed Swale Leaching - M2 Inflow Area = 4.079 ac, 21.23% Impervious, Inflow Depth = 1.90" for 100-year event Inflow = 7.68 cfs @ 12.12 hrs, Volume= 0.645 af Outflow = 4.64 cfs @ 12.29 hrs, Volume= 0.602 af, Atten= 40%, Lag= 10.2 min Discarded = 0.21 cfs @ 12.29 hrs, Volume= 0.276 af Secondary = 4.42 cfs @ 12.29 hrs, Volume= 0.325 af Routed to Pond 2BP : (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 34.81' @ 12.29 hrs Surf.Area= 3,731 sf Storage= 5,962 cf Plug-Flow detention time= 141.9 min calculated for 0.601 af (93% of inflow) Center-of-Mass det. time= 108.1 min ( 982.6 - 874.5 ) Volume Invert Avail.Storage Storage Description #1 33.00' 6,696 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) 33.00 2,890 222.0 0 0 2,890 35.00 3,828 247.0 6,696 6,696 3,934 Device Routing Invert Outlet Devices #1 Discarded 33.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Secondary 34.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.21 cfs @ 12.29 hrs HW=34.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Secondary OutFlow Max=4.41 cfs @ 12.29 hrs HW=34.81' TW=27.32' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 4.41 cfs @ 1.81 fps) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 47HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2AR: (7) CB's in Pavement Inflow Area = 2.859 ac, 27.01% Impervious, Inflow Depth = 2.23" for 100-year event Inflow = 6.59 cfs @ 12.12 hrs, Volume= 0.530 af Outflow = 6.59 cfs @ 12.12 hrs, Volume= 0.530 af, Atten= 0%, Lag= 0.0 min Primary = 6.59 cfs @ 12.12 hrs, Volume= 0.530 af Routed to Pond 2AP : Grassed Swale Leaching - M2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 36.27' @ 12.12 hrs Flood Elev= 38.20' Device Routing Invert Outlet Devices #1 Primary 35.70'12.0" Round Culvert X 7.00 L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 35.70' / 35.00' S= 0.0140 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf Primary OutFlow Max=6.57 cfs @ 12.12 hrs HW=36.27' TW=34.21' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.57 cfs @ 2.03 fps) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 48HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2BP: (1) 70'x28' Leaching Facility - Two Rows of (5) 6'x6' Leach Pits, 14' O.C. with stone around Inflow = 4.42 cfs @ 12.29 hrs, Volume= 0.325 af Outflow = 0.60 cfs @ 13.90 hrs, Volume= 0.325 af, Atten= 86%, Lag= 96.9 min Discarded = 0.60 cfs @ 13.90 hrs, Volume= 0.325 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 32.07' @ 13.90 hrs Surf.Area= 1,960 sf Storage= 6,102 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 123.6 min ( 943.3 - 819.7 ) Volume Invert Avail.Storage Storage Description #1 26.00' 4,837 cf 28.00'W x 70.00'L x 6.50'H Prismatoid 12,740 cf Overall - 1,991 cf Embedded = 10,749 cf x 45.0% Voids #2 26.50' 1,696 cf 6.00'D x 6.00'H Vertical Cone/Cylinder x 10 Inside #1 1,991 cf Overall - 3.0" Wall Thickness = 1,696 cf 6,534 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 26.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.60 cfs @ 13.90 hrs HW=32.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.60 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Recharge(10.19.22) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 49HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: (2) 15.5' x 4.33' x 2.5' Leaching Facilities (per Dwelling) - Each with (2) Cultec Recharger 330XLHD Units (Stoneless) Inflow Area = 0.030 ac,100.00% Impervious, Inflow Depth = 7.07" for 100-year event Inflow = 0.21 cfs @ 12.08 hrs, Volume= 0.017 af Outflow = 0.04 cfs @ 12.54 hrs, Volume= 0.017 af, Atten= 83%, Lag= 27.2 min Discarded = 0.04 cfs @ 12.54 hrs, Volume= 0.017 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.96' @ 12.54 hrs Surf.Area= 71 sf Storage= 210 cf Plug-Flow detention time= 36.9 min calculated for 0.017 af (100% of inflow) Center-of-Mass det. time= 36.9 min ( 779.3 - 742.4 ) Volume Invert Avail.Storage Storage Description #1 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 #1 Discarded 50.00'8.270 in/hr Exfiltration over Wetted area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.54 hrs HW=51.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Pre-DevelopmentPost-Development 1S Post-Development Watershed - S1 2S Post-Development Watershed - S2 3S Post-Development Watershed - S3 4S Post-Development Watershed - S4 5S Post-Development Watershed - S5 6S Post-Development Watershed - Non-Recharge Areas Only 9S Pre-Development Watershed - Entire Site 1R Post-Development Peak Discharge Rate 9R Pre-Development Peak Discharge Rate S1 Grassed Swale Leaching - S1 S2 Grassed Swale Leaching - S2 S3 Grassed Swale Leaching - S3 S4 Grassed Swale Leaching - S4 S5 Grassed Swale Leaching - S5 Routing Diagram for 8807.Peak Discharge(1.18.23) Prepared by J M O'Reilly & Associates Inc, Printed 1/20/2023 HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 2HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Post-Development Watershed - S1 Runoff = 0.05 cfs @ 12.41 hrs, Volume= 0.011 af, Depth= 0.24" Routed to Pond S1 : Grassed Swale Leaching - S1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 5,997 98 Paved parking, HSG A 18,845 39 >75% Grass cover, Good, HSG A 24,842 53 Weighted Average 18,845 75.86% Pervious Area 5,997 24.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 110 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 160 Total Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 3HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post-Development Watershed - S2 Runoff = 0.00 cfs @ 23.83 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond S2 : Grassed Swale Leaching - S2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 9,726 39 >75% Grass cover, Good, HSG A 9,726 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 4HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post-Development Watershed - S3 Runoff = 0.00 cfs @ 22.54 hrs, Volume= 0.001 af, Depth= 0.01" Routed to Pond S3 : Grassed Swale Leaching - S3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 2,900 98 Paved parking, HSG A 46,737 39 >75% Grass cover, Good, HSG A 25,000 36 Woods, Fair, HSG A 74,637 40 Weighted Average 71,737 96.11% Pervious Area 2,900 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 50 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 3.6 300 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 150 0.1000 3.61 45.08 Channel Flow, Area= 12.5 sf Perim= 5.0' r= 2.50' n= 0.240 Sheet flow over Dense Grass 10.4 500 Total Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 5HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Post-Development Watershed - S4 Runoff = 0.01 cfs @ 12.30 hrs, Volume= 0.002 af, Depth= 0.30" Routed to Pond S4 : Grassed Swale Leaching - S4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 791 98 Paved parking, HSG A 2,053 39 >75% Grass cover, Good, HSG A 2,844 55 Weighted Average 2,053 72.19% Pervious Area 791 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 6HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Post-Development Watershed - S5 Runoff = 0.00 cfs @ 17.07 hrs, Volume= 0.001 af, Depth= 0.02" Routed to Pond S5 : Grassed Swale Leaching - S5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 1,359 98 Paved parking, HSG A 15,534 39 >75% Grass cover, Good, HSG A 4,500 36 Woods, Fair, HSG A 21,393 42 Weighted Average 20,034 93.65% Pervious Area 1,359 6.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 7HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post-Development Watershed - Non-Recharge Areas Only Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Reach 1R : Post-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 611 98 Paved parking, HSG A 30,000 39 >75% Grass cover, Good, HSG A 129,489 36 Woods, Fair, HSG A 160,100 37 Weighted Average 159,489 99.62% Pervious Area 611 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 550 Total Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 8HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pre-Development Watershed - Entire Site Runoff = 0.00 cfs @ 24.02 hrs, Volume= 0.001 af, Depth= 0.00" Routed to Reach 9R : Pre-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36" Area (sf) CN Description 401,143 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 521,143 38 Weighted Average 521,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.2 570 Total Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 9HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 1R: Post-Development Peak Discharge Rate Inflow Area = 6.739 ac, 3.97% Impervious, Inflow Depth = 0.00" for 2-year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af 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= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 10HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 9R: Pre-Development Peak Discharge Rate Inflow Area = 11.964 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-year event Inflow = 0.00 cfs @ 24.02 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 24.02 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 11HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.570 ac, 24.14% Impervious, Inflow Depth = 0.24" for 2-year event Inflow = 0.05 cfs @ 12.41 hrs, Volume= 0.011 af Outflow = 0.04 cfs @ 12.53 hrs, Volume= 0.011 af, Atten= 14%, Lag= 7.2 min Discarded = 0.04 cfs @ 12.53 hrs, Volume= 0.011 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.01' @ 12.53 hrs Surf.Area= 784 sf Storage= 11 cf Plug-Flow detention time= 3.1 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 3.1 min ( 968.6 - 965.6 ) Volume Invert Avail.Storage Storage Description #1 50.00' 2,293 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) 50.00 779 139.0 0 0 779 52.00 1,559 210.0 2,293 2,293 2,781 Device Routing Invert Outlet Devices #1 Discarded 50.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 51.90'10.0' 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=0.04 cfs @ 12.53 hrs HW=50.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=50.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 12HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.223 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-year event Inflow = 0.00 cfs @ 23.83 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 23.89 hrs, Volume= 0.000 af, Atten= 0%, Lag= 3.9 min Discarded = 0.00 cfs @ 23.89 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 38.00' @ 23.89 hrs Surf.Area= 638 sf Storage= 0 cf Plug-Flow detention time= 3.0 min calculated for 0.000 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 1,313.9 - 1,310.9 ) Volume Invert Avail.Storage Storage Description #1 38.00' 856 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) 38.00 638 222.0 0 0 638 39.00 1,095 235.0 856 856 1,163 Device Routing Invert Outlet Devices #1 Discarded 38.00'2.410 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=0.00 cfs @ 23.89 hrs HW=38.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=38.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 13HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 1.713 ac, 3.89% Impervious, Inflow Depth = 0.01" for 2-year event Inflow = 0.00 cfs @ 22.54 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 22.57 hrs, Volume= 0.001 af, Atten= 0%, Lag= 1.7 min Discarded = 0.00 cfs @ 22.57 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 28.00' @ 22.57 hrs Surf.Area= 2,004 sf Storage= 0 cf Plug-Flow detention time= 3.0 min calculated for 0.001 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 1,258.5 - 1,255.5 ) Volume Invert Avail.Storage Storage Description #1 28.00' 5,894 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) 28.00 2,004 189.0 0 0 2,004 30.00 4,004 312.0 5,894 5,894 6,933 Device Routing Invert Outlet Devices #1 Discarded 28.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 29.90'10.0' 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 @ 22.57 hrs HW=28.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 14HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 0.065 ac, 27.81% Impervious, Inflow Depth = 0.30" for 2-year event Inflow = 0.01 cfs @ 12.30 hrs, Volume= 0.002 af Outflow = 0.01 cfs @ 12.35 hrs, Volume= 0.002 af, Atten= 2%, Lag= 3.0 min Discarded = 0.01 cfs @ 12.35 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 56.01' @ 12.35 hrs Surf.Area= 249 sf Storage= 2 cf Plug-Flow detention time= 3.0 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 948.6 - 945.6 ) Volume Invert Avail.Storage Storage Description #1 56.00' 342 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) 56.00 248 92.0 0 0 248 57.00 446 105.0 342 342 474 Device Routing Invert Outlet Devices #1 Discarded 56.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 56.90'10.0' 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 @ 12.35 hrs HW=56.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=56.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-year Rainfall=3.36"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 15HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.491 ac, 6.35% Impervious, Inflow Depth = 0.02" for 2-year event Inflow = 0.00 cfs @ 17.07 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 17.11 hrs, Volume= 0.001 af, Atten= 0%, Lag= 2.4 min Discarded = 0.00 cfs @ 17.11 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 48.00' @ 17.11 hrs Surf.Area= 721 sf Storage= 0 cf Plug-Flow detention time= 3.0 min calculated for 0.001 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 1,166.0 - 1,163.0 ) Volume Invert Avail.Storage Storage Description #1 48.00' 849 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) 48.00 721 125.0 0 0 721 49.00 983 137.0 849 849 1,003 Device Routing Invert Outlet Devices #1 Discarded 48.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 48.90'10.0' 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 @ 17.11 hrs HW=48.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=48.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 16HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Post-Development Watershed - S1 Runoff = 0.34 cfs @ 12.17 hrs, Volume= 0.038 af, Depth= 0.81" Routed to Pond S1 : Grassed Swale Leaching - S1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 5,997 98 Paved parking, HSG A 18,845 39 >75% Grass cover, Good, HSG A 24,842 53 Weighted Average 18,845 75.86% Pervious Area 5,997 24.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 110 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 160 Total Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 17HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post-Development Watershed - S2 Runoff = 0.01 cfs @ 12.50 hrs, Volume= 0.003 af, Depth= 0.18" Routed to Pond S2 : Grassed Swale Leaching - S2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 9,726 39 >75% Grass cover, Good, HSG A 9,726 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 18HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post-Development Watershed - S3 Runoff = 0.07 cfs @ 12.53 hrs, Volume= 0.030 af, Depth= 0.21" Routed to Pond S3 : Grassed Swale Leaching - S3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 2,900 98 Paved parking, HSG A 46,737 39 >75% Grass cover, Good, HSG A 25,000 36 Woods, Fair, HSG A 74,637 40 Weighted Average 71,737 96.11% Pervious Area 2,900 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 50 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 3.6 300 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 150 0.1000 3.61 45.08 Channel Flow, Area= 12.5 sf Perim= 5.0' r= 2.50' n= 0.240 Sheet flow over Dense Grass 10.4 500 Total Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 19HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Post-Development Watershed - S4 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.005 af, Depth= 0.92" Routed to Pond S4 : Grassed Swale Leaching - S4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 791 98 Paved parking, HSG A 2,053 39 >75% Grass cover, Good, HSG A 2,844 55 Weighted Average 2,053 72.19% Pervious Area 791 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 20HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Post-Development Watershed - S5 Runoff = 0.04 cfs @ 12.40 hrs, Volume= 0.012 af, Depth= 0.28" Routed to Pond S5 : Grassed Swale Leaching - S5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 1,359 98 Paved parking, HSG A 15,534 39 >75% Grass cover, Good, HSG A 4,500 36 Woods, Fair, HSG A 21,393 42 Weighted Average 20,034 93.65% Pervious Area 1,359 6.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 21HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post-Development Watershed - Non-Recharge Areas Only Runoff = 0.06 cfs @ 14.83 hrs, Volume= 0.036 af, Depth= 0.12" Routed to Reach 1R : Post-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 611 98 Paved parking, HSG A 30,000 39 >75% Grass cover, Good, HSG A 129,489 36 Woods, Fair, HSG A 160,100 37 Weighted Average 159,489 99.62% Pervious Area 611 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 550 Total Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 22HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pre-Development Watershed - Entire Site Runoff = 0.24 cfs @ 13.89 hrs, Volume= 0.145 af, Depth= 0.15" Routed to Reach 9R : Pre-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88" Area (sf) CN Description 401,143 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 521,143 38 Weighted Average 521,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.2 570 Total Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 23HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 1R: Post-Development Peak Discharge Rate Inflow Area = 6.739 ac, 3.97% Impervious, Inflow Depth = 0.06" for 10-year event Inflow = 0.06 cfs @ 14.83 hrs, Volume= 0.036 af Outflow = 0.06 cfs @ 14.83 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 24HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 9R: Pre-Development Peak Discharge Rate Inflow Area = 11.964 ac, 0.00% Impervious, Inflow Depth = 0.15" for 10-year event Inflow = 0.24 cfs @ 13.89 hrs, Volume= 0.145 af Outflow = 0.24 cfs @ 13.89 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 25HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.570 ac, 24.14% Impervious, Inflow Depth = 0.81" for 10-year event Inflow = 0.34 cfs @ 12.17 hrs, Volume= 0.038 af Outflow = 0.07 cfs @ 13.15 hrs, Volume= 0.038 af, Atten= 80%, Lag= 58.9 min Discarded = 0.07 cfs @ 13.15 hrs, Volume= 0.038 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.50' @ 13.15 hrs Surf.Area= 948 sf Storage= 430 cf Plug-Flow detention time= 62.6 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 62.6 min ( 969.2 - 906.7 ) Volume Invert Avail.Storage Storage Description #1 50.00' 2,293 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) 50.00 779 139.0 0 0 779 52.00 1,559 210.0 2,293 2,293 2,781 Device Routing Invert Outlet Devices #1 Discarded 50.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 51.90'10.0' 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=0.07 cfs @ 13.15 hrs HW=50.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=50.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 26HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.223 ac, 0.00% Impervious, Inflow Depth = 0.18" for 10-year event Inflow = 0.01 cfs @ 12.50 hrs, Volume= 0.003 af Outflow = 0.01 cfs @ 13.66 hrs, Volume= 0.003 af, Atten= 4%, Lag= 69.3 min Discarded = 0.01 cfs @ 13.66 hrs, Volume= 0.003 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 38.00' @ 13.66 hrs Surf.Area= 639 sf Storage= 1 cf Plug-Flow detention time= 3.0 min calculated for 0.003 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 1,022.2 - 1,019.2 ) Volume Invert Avail.Storage Storage Description #1 38.00' 856 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) 38.00 638 222.0 0 0 638 39.00 1,095 235.0 856 856 1,163 Device Routing Invert Outlet Devices #1 Discarded 38.00'2.410 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 @ 13.66 hrs HW=38.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=38.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 27HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 1.713 ac, 3.89% Impervious, Inflow Depth = 0.21" for 10-year event Inflow = 0.07 cfs @ 12.53 hrs, Volume= 0.030 af Outflow = 0.07 cfs @ 12.58 hrs, Volume= 0.030 af, Atten= 4%, Lag= 3.3 min Discarded = 0.07 cfs @ 12.58 hrs, Volume= 0.030 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 28.01' @ 12.58 hrs Surf.Area= 2,009 sf Storage= 12 cf Plug-Flow detention time= 3.0 min calculated for 0.030 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 1,011.4 - 1,008.4 ) Volume Invert Avail.Storage Storage Description #1 28.00' 5,894 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) 28.00 2,004 189.0 0 0 2,004 30.00 4,004 312.0 5,894 5,894 6,933 Device Routing Invert Outlet Devices #1 Discarded 28.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 29.90'10.0' 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=0.07 cfs @ 12.58 hrs HW=28.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 28HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 0.065 ac, 27.81% Impervious, Inflow Depth = 0.92" for 10-year event Inflow = 0.05 cfs @ 12.11 hrs, Volume= 0.005 af Outflow = 0.02 cfs @ 12.56 hrs, Volume= 0.005 af, Atten= 71%, Lag= 27.0 min Discarded = 0.02 cfs @ 12.56 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 56.16' @ 12.56 hrs Surf.Area= 275 sf Storage= 41 cf Plug-Flow detention time= 16.2 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 16.1 min ( 911.2 - 895.0 ) Volume Invert Avail.Storage Storage Description #1 56.00' 342 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) 56.00 248 92.0 0 0 248 57.00 446 105.0 342 342 474 Device Routing Invert Outlet Devices #1 Discarded 56.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 56.90'10.0' 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 @ 12.56 hrs HW=56.16' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=56.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-year Rainfall=4.88"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 29HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.491 ac, 6.35% Impervious, Inflow Depth = 0.28" for 10-year event Inflow = 0.04 cfs @ 12.40 hrs, Volume= 0.012 af Outflow = 0.04 cfs @ 12.47 hrs, Volume= 0.012 af, Atten= 8%, Lag= 4.7 min Discarded = 0.04 cfs @ 12.47 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 48.01' @ 12.47 hrs Surf.Area= 724 sf Storage= 8 cf Plug-Flow detention time= 3.0 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 982.5 - 979.5 ) Volume Invert Avail.Storage Storage Description #1 48.00' 849 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) 48.00 721 125.0 0 0 721 49.00 983 137.0 849 849 1,003 Device Routing Invert Outlet Devices #1 Discarded 48.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 48.90'10.0' 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=0.04 cfs @ 12.47 hrs HW=48.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=48.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 30HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Post-Development Watershed - S1 Runoff = 0.63 cfs @ 12.16 hrs, Volume= 0.061 af, Depth= 1.28" Routed to Pond S1 : Grassed Swale Leaching - S1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 5,997 98 Paved parking, HSG A 18,845 39 >75% Grass cover, Good, HSG A 24,842 53 Weighted Average 18,845 75.86% Pervious Area 5,997 24.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 110 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 160 Total Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 31HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post-Development Watershed - S2 Runoff = 0.03 cfs @ 12.36 hrs, Volume= 0.007 af, Depth= 0.40" Routed to Pond S2 : Grassed Swale Leaching - S2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 9,726 39 >75% Grass cover, Good, HSG A 9,726 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 32HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post-Development Watershed - S3 Runoff = 0.30 cfs @ 12.40 hrs, Volume= 0.065 af, Depth= 0.45" Routed to Pond S3 : Grassed Swale Leaching - S3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 2,900 98 Paved parking, HSG A 46,737 39 >75% Grass cover, Good, HSG A 25,000 36 Woods, Fair, HSG A 74,637 40 Weighted Average 71,737 96.11% Pervious Area 2,900 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 50 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 3.6 300 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 150 0.1000 3.61 45.08 Channel Flow, Area= 12.5 sf Perim= 5.0' r= 2.50' n= 0.240 Sheet flow over Dense Grass 10.4 500 Total Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 33HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Post-Development Watershed - S4 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af, Depth= 1.43" Routed to Pond S4 : Grassed Swale Leaching - S4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 791 98 Paved parking, HSG A 2,053 39 >75% Grass cover, Good, HSG A 2,844 55 Weighted Average 2,053 72.19% Pervious Area 791 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 34HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Post-Development Watershed - S5 Runoff = 0.13 cfs @ 12.28 hrs, Volume= 0.023 af, Depth= 0.56" Routed to Pond S5 : Grassed Swale Leaching - S5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 1,359 98 Paved parking, HSG A 15,534 39 >75% Grass cover, Good, HSG A 4,500 36 Woods, Fair, HSG A 21,393 42 Weighted Average 20,034 93.65% Pervious Area 1,359 6.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 35HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post-Development Watershed - Non-Recharge Areas Only Runoff = 0.29 cfs @ 12.52 hrs, Volume= 0.093 af, Depth= 0.30" Routed to Reach 1R : Post-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 611 98 Paved parking, HSG A 30,000 39 >75% Grass cover, Good, HSG A 129,489 36 Woods, Fair, HSG A 160,100 37 Weighted Average 159,489 99.62% Pervious Area 611 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 550 Total Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 36HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pre-Development Watershed - Entire Site Runoff = 1.27 cfs @ 12.50 hrs, Volume= 0.350 af, Depth= 0.35" Routed to Reach 9R : Pre-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84" Area (sf) CN Description 401,143 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 521,143 38 Weighted Average 521,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.2 570 Total Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 37HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 1R: Post-Development Peak Discharge Rate Inflow Area = 6.739 ac, 3.97% Impervious, Inflow Depth = 0.17" for 25-year event Inflow = 0.29 cfs @ 12.52 hrs, Volume= 0.093 af Outflow = 0.29 cfs @ 12.52 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 38HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 9R: Pre-Development Peak Discharge Rate Inflow Area = 11.964 ac, 0.00% Impervious, Inflow Depth = 0.35" for 25-year event Inflow = 1.27 cfs @ 12.50 hrs, Volume= 0.350 af Outflow = 1.27 cfs @ 12.50 hrs, Volume= 0.350 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 39HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.570 ac, 24.14% Impervious, Inflow Depth = 1.28" for 25-year event Inflow = 0.63 cfs @ 12.16 hrs, Volume= 0.061 af Outflow = 0.09 cfs @ 13.51 hrs, Volume= 0.061 af, Atten= 86%, Lag= 81.6 min Discarded = 0.09 cfs @ 13.51 hrs, Volume= 0.061 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 50.93' @ 13.51 hrs Surf.Area= 1,110 sf Storage= 878 cf Plug-Flow detention time= 110.6 min calculated for 0.061 af (100% of inflow) Center-of-Mass det. time= 110.4 min ( 999.6 - 889.1 ) Volume Invert Avail.Storage Storage Description #1 50.00' 2,293 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) 50.00 779 139.0 0 0 779 52.00 1,559 210.0 2,293 2,293 2,781 Device Routing Invert Outlet Devices #1 Discarded 50.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 51.90'10.0' 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 @ 13.51 hrs HW=50.93' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=50.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 40HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.223 ac, 0.00% Impervious, Inflow Depth = 0.40" for 25-year event Inflow = 0.03 cfs @ 12.36 hrs, Volume= 0.007 af Outflow = 0.03 cfs @ 12.41 hrs, Volume= 0.007 af, Atten= 3%, Lag= 3.1 min Discarded = 0.03 cfs @ 12.41 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 38.01' @ 12.41 hrs Surf.Area= 642 sf Storage= 6 cf Plug-Flow detention time= 3.0 min calculated for 0.007 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 968.7 - 965.7 ) Volume Invert Avail.Storage Storage Description #1 38.00' 856 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) 38.00 638 222.0 0 0 638 39.00 1,095 235.0 856 856 1,163 Device Routing Invert Outlet Devices #1 Discarded 38.00'2.410 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=0.03 cfs @ 12.41 hrs HW=38.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=38.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 41HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 1.713 ac, 3.89% Impervious, Inflow Depth = 0.45" for 25-year event Inflow = 0.30 cfs @ 12.40 hrs, Volume= 0.065 af Outflow = 0.13 cfs @ 13.10 hrs, Volume= 0.065 af, Atten= 59%, Lag= 41.5 min Discarded = 0.13 cfs @ 13.10 hrs, Volume= 0.065 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 28.14' @ 13.10 hrs Surf.Area= 2,119 sf Storage= 283 cf Plug-Flow detention time= 16.1 min calculated for 0.065 af (100% of inflow) Center-of-Mass det. time= 16.0 min ( 976.5 - 960.4 ) Volume Invert Avail.Storage Storage Description #1 28.00' 5,894 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) 28.00 2,004 189.0 0 0 2,004 30.00 4,004 312.0 5,894 5,894 6,933 Device Routing Invert Outlet Devices #1 Discarded 28.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 29.90'10.0' 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=0.13 cfs @ 13.10 hrs HW=28.14' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 42HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 0.065 ac, 27.81% Impervious, Inflow Depth = 1.43" for 25-year event Inflow = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af Outflow = 0.02 cfs @ 12.70 hrs, Volume= 0.008 af, Atten= 81%, Lag= 35.6 min Discarded = 0.02 cfs @ 12.70 hrs, Volume= 0.008 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 56.32' @ 12.70 hrs Surf.Area= 305 sf Storage= 89 cf Plug-Flow detention time= 39.9 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= 39.9 min ( 919.1 - 879.2 ) Volume Invert Avail.Storage Storage Description #1 56.00' 342 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) 56.00 248 92.0 0 0 248 57.00 446 105.0 342 342 474 Device Routing Invert Outlet Devices #1 Discarded 56.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 56.90'10.0' 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 @ 12.70 hrs HW=56.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=56.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-year Rainfall=5.84"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 43HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.491 ac, 6.35% Impervious, Inflow Depth = 0.56" for 25-year event Inflow = 0.13 cfs @ 12.28 hrs, Volume= 0.023 af Outflow = 0.04 cfs @ 13.07 hrs, Volume= 0.023 af, Atten= 67%, Lag= 47.4 min Discarded = 0.04 cfs @ 13.07 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 48.20' @ 13.07 hrs Surf.Area= 769 sf Storage= 146 cf Plug-Flow detention time= 26.4 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 26.4 min ( 966.6 - 940.3 ) Volume Invert Avail.Storage Storage Description #1 48.00' 849 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) 48.00 721 125.0 0 0 721 49.00 983 137.0 849 849 1,003 Device Routing Invert Outlet Devices #1 Discarded 48.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 48.90'10.0' 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=0.04 cfs @ 13.07 hrs HW=48.20' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=48.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 44HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Post-Development Watershed - S1 Runoff = 1.16 cfs @ 12.15 hrs, Volume= 0.101 af, Depth= 2.13" Routed to Pond S1 : Grassed Swale Leaching - S1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 5,997 98 Paved parking, HSG A 18,845 39 >75% Grass cover, Good, HSG A 24,842 53 Weighted Average 18,845 75.86% Pervious Area 5,997 24.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 1.5 110 0.0300 1.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 160 Total Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 45HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Post-Development Watershed - S2 Runoff = 0.12 cfs @ 12.13 hrs, Volume= 0.016 af, Depth= 0.88" Routed to Pond S2 : Grassed Swale Leaching - S2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 9,726 39 >75% Grass cover, Good, HSG A 9,726 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 46HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Post-Development Watershed - S3 Runoff = 0.98 cfs @ 12.21 hrs, Volume= 0.137 af, Depth= 0.96" Routed to Pond S3 : Grassed Swale Leaching - S3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 2,900 98 Paved parking, HSG A 46,737 39 >75% Grass cover, Good, HSG A 25,000 36 Woods, Fair, HSG A 74,637 40 Weighted Average 71,737 96.11% Pervious Area 2,900 3.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 50 0.0400 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 3.36" 3.6 300 0.0400 1.40 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 150 0.1000 3.61 45.08 Channel Flow, Area= 12.5 sf Perim= 5.0' r= 2.50' n= 0.240 Sheet flow over Dense Grass 10.4 500 Total Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 47HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Post-Development Watershed - S4 Runoff = 0.17 cfs @ 12.10 hrs, Volume= 0.013 af, Depth= 2.32" Routed to Pond S4 : Grassed Swale Leaching - S4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 791 98 Paved parking, HSG A 2,053 39 >75% Grass cover, Good, HSG A 2,844 55 Weighted Average 2,053 72.19% Pervious Area 791 27.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 48HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Post-Development Watershed - S5 Runoff = 0.44 cfs @ 12.12 hrs, Volume= 0.046 af, Depth= 1.13" Routed to Pond S5 : Grassed Swale Leaching - S5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 1,359 98 Paved parking, HSG A 15,534 39 >75% Grass cover, Good, HSG A 4,500 36 Woods, Fair, HSG A 21,393 42 Weighted Average 20,034 93.65% Pervious Area 1,359 6.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, (minimum) 5.0 0 Total, Increased to minimum Tc = 6.0 min Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 49HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Post-Development Watershed - Non-Recharge Areas Only Runoff = 1.22 cfs @ 12.38 hrs, Volume= 0.223 af, Depth= 0.73" Routed to Reach 1R : Post-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 611 98 Paved parking, HSG A 30,000 39 >75% Grass cover, Good, HSG A 129,489 36 Woods, Fair, HSG A 160,100 37 Weighted Average 159,489 99.62% Pervious Area 611 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.3 500 0.0700 1.32 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.6 550 Total Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 50HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: Pre-Development Watershed - Entire Site Runoff = 4.67 cfs @ 12.36 hrs, Volume= 0.802 af, Depth= 0.80" Routed to Reach 9R : Pre-Development Peak Discharge Rate Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31" Area (sf) CN Description 401,143 36 Woods, Fair, HSG A 120,000 43 Woods/grass comb., Fair, HSG A 521,143 38 Weighted Average 521,143 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 50 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.36" 6.2 520 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.2 570 Total Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 51HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 1R: Post-Development Peak Discharge Rate Inflow Area = 6.739 ac, 3.97% Impervious, Inflow Depth = 0.40" for 100-year event Inflow = 1.22 cfs @ 12.38 hrs, Volume= 0.223 af Outflow = 1.22 cfs @ 12.38 hrs, Volume= 0.223 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 52HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Reach 9R: Pre-Development Peak Discharge Rate Inflow Area = 11.964 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-year event Inflow = 4.67 cfs @ 12.36 hrs, Volume= 0.802 af Outflow = 4.67 cfs @ 12.36 hrs, Volume= 0.802 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 53HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S1: Grassed Swale Leaching - S1 Inflow Area = 0.570 ac, 24.14% Impervious, Inflow Depth = 2.13" for 100-year event Inflow = 1.16 cfs @ 12.15 hrs, Volume= 0.101 af Outflow = 0.13 cfs @ 13.71 hrs, Volume= 0.101 af, Atten= 89%, Lag= 93.8 min Discarded = 0.13 cfs @ 13.71 hrs, Volume= 0.101 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 51.63' @ 13.71 hrs Surf.Area= 1,393 sf Storage= 1,743 cf Plug-Flow detention time= 167.7 min calculated for 0.101 af (100% of inflow) Center-of-Mass det. time= 167.6 min ( 1,039.5 - 871.9 ) Volume Invert Avail.Storage Storage Description #1 50.00' 2,293 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) 50.00 779 139.0 0 0 779 52.00 1,559 210.0 2,293 2,293 2,781 Device Routing Invert Outlet Devices #1 Discarded 50.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 51.90'10.0' 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=0.13 cfs @ 13.71 hrs HW=51.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=50.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 54HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S2: Grassed Swale Leaching - S2 Inflow Area = 0.223 ac, 0.00% Impervious, Inflow Depth = 0.88" for 100-year event Inflow = 0.12 cfs @ 12.13 hrs, Volume= 0.016 af Outflow = 0.04 cfs @ 12.70 hrs, Volume= 0.016 af, Atten= 68%, Lag= 33.9 min Discarded = 0.04 cfs @ 12.70 hrs, Volume= 0.016 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 38.16' @ 12.70 hrs Surf.Area= 703 sf Storage= 108 cf Plug-Flow detention time= 17.7 min calculated for 0.016 af (100% of inflow) Center-of-Mass det. time= 17.7 min ( 941.8 - 924.2 ) Volume Invert Avail.Storage Storage Description #1 38.00' 856 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) 38.00 638 222.0 0 0 638 39.00 1,095 235.0 856 856 1,163 Device Routing Invert Outlet Devices #1 Discarded 38.00'2.410 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=0.04 cfs @ 12.70 hrs HW=38.16' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=38.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 55HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S3: Grassed Swale Leaching - S3 Inflow Area = 1.713 ac, 3.89% Impervious, Inflow Depth = 0.96" for 100-year event Inflow = 0.98 cfs @ 12.21 hrs, Volume= 0.137 af Outflow = 0.19 cfs @ 14.06 hrs, Volume= 0.137 af, Atten= 80%, Lag= 110.9 min Discarded = 0.19 cfs @ 14.06 hrs, Volume= 0.137 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 28.70' @ 14.06 hrs Surf.Area= 2,628 sf Storage= 1,621 cf Plug-Flow detention time= 93.7 min calculated for 0.137 af (100% of inflow) Center-of-Mass det. time= 93.6 min ( 1,016.0 - 922.4 ) Volume Invert Avail.Storage Storage Description #1 28.00' 5,894 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) 28.00 2,004 189.0 0 0 2,004 30.00 4,004 312.0 5,894 5,894 6,933 Device Routing Invert Outlet Devices #1 Discarded 28.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 29.90'10.0' 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=0.19 cfs @ 14.06 hrs HW=28.70' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=28.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 56HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S4: Grassed Swale Leaching - S4 Inflow Area = 0.065 ac, 27.81% Impervious, Inflow Depth = 2.32" for 100-year event Inflow = 0.17 cfs @ 12.10 hrs, Volume= 0.013 af Outflow = 0.02 cfs @ 12.98 hrs, Volume= 0.013 af, Atten= 87%, Lag= 52.8 min Discarded = 0.02 cfs @ 12.98 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 56.62' @ 12.98 hrs Surf.Area= 363 sf Storage= 187 cf Plug-Flow detention time= 84.4 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 84.3 min ( 947.6 - 863.3 ) Volume Invert Avail.Storage Storage Description #1 56.00' 342 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) 56.00 248 92.0 0 0 248 57.00 446 105.0 342 342 474 Device Routing Invert Outlet Devices #1 Discarded 56.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 56.90'10.0' 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 @ 12.98 hrs HW=56.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=56.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-year Rainfall=7.31"8807.Peak Discharge(1.18.23) Printed 1/20/2023Prepared by J M O'Reilly & Associates Inc Page 57HydroCAD® 10.20-2g s/n 08678 © 2022 HydroCAD Software Solutions LLC Summary for Pond S5: Grassed Swale Leaching - S5 Inflow Area = 0.491 ac, 6.35% Impervious, Inflow Depth = 1.13" for 100-year event Inflow = 0.44 cfs @ 12.12 hrs, Volume= 0.046 af Outflow = 0.05 cfs @ 14.77 hrs, Volume= 0.046 af, Atten= 88%, Lag= 158.9 min Discarded = 0.05 cfs @ 14.77 hrs, Volume= 0.046 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 1R : Post-Development Peak Discharge Rate Routing by Dyn-Stor-Ind method, Time Span= 0.00-27.99 hrs, dt= 0.03 hrs Peak Elev= 48.82' @ 14.77 hrs Surf.Area= 933 sf Storage= 676 cf Plug-Flow detention time= 143.3 min calculated for 0.046 af (100% of inflow) Center-of-Mass det. time= 143.1 min ( 1,051.0 - 907.9 ) Volume Invert Avail.Storage Storage Description #1 48.00' 849 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) 48.00 721 125.0 0 0 721 49.00 983 137.0 849 849 1,003 Device Routing Invert Outlet Devices #1 Discarded 48.00'2.410 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 48.90'10.0' 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=0.05 cfs @ 14.77 hrs HW=48.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=48.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)