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HomeMy WebLinkAboutStormwater Analysis STORM WATER DRAINAGE ANALYSIS For Cape & Islands Nissan 770 Route 28 South Yarmouth, Massachusetts Prepared for: ConServ Group, Inc. 110 State Road Sagamore Beach, Massachusetts 02562 Prepared by: Atlantic Design Engineers, Inc. P.O. Box 1051 Sandwich, Massachusetts 02563 June 21, 2024 ADE Project No. 3376.00 Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 1 TABLE OF CONTENTS 1.0 Introduction 2.0 Proposed Stormwater Management System 3.0 Construction Sequence and Equipment 4.0 Compliance with DEP Stormwater Management Standards 5.0 Compliance with Town of Yarmouth Stormwater Management Standards APPENDICES A. DEP Stormwater Checklist B. Pre- and Post-Development HydroCAD Calculations C. Pre- and Post-Development Watershed Plans D. Miscellaneous Calculations E. NRCS Soil Survey Maps and Soil Group Descriptions F. Test Pit Logs G. Post Construction Long Term Stormwater Operations and Maintenance Plan H. Abutter List and Notification I. Admin Checklist – Stormwater Management Permit Application Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 2 1.0 INTRODUCTION The purpose of this drainage study is to analyze the stormwater drainage conditions that will occur as a result of the construction of the proposed Cape and Islands Nissan automobile dealership with associated access drives, parking, and infrastructure at 770 Route 28, (Lots 38, 39 & 40 on the Town of Yarmouth Assessors Map 333). The project site is a 2.86-acre parcel on the north side of Route 28, just west of the Route 28/Sea View Ave intersection. The property is partially wooded with an automobile storage area located at the front of the property along Route 28. The abutting property to the west is a Kia dealership while the abutting property to the East is a transitions center. A bordering vegetated wetland exists just north of the site and an isolated vegetated wetland is located just east of the site. The site lies does not lie within a DEP designated Zone II, or an aquifer protection area based upon review of the Yarmouth zoning map and Massachusetts Geographic Information. The site is located within a flood zone AE (EL.11) based upon a review of the FEMA FIRM map number 25001C0589J, effective date July 16, 2014. The property is not located within an Estimated Habitat of Rare Wildlife or Priority Habitat of Rare Species, as mapped by the Natural Heritage and Endangered Species Program (NHESP). The site is not located within an Area of Critical Environmental Concern (ACEC). SCS soil mapping indicates the site is primarily Carver coarse sand, Hydraulic Soil Group A. The drainage system for the project has been designed in compliance with Massachusetts Department of Environmental Protection (DEP) Stormwater Management Standards and the Town of Yarmouth’s Stormwater Management Standards. 2.0 PROPOSED STORMWATER MANAGEMENT SYSTEM The proposed stormwater system consists of a series of deep sump hooded catch basins, First Defense HC water quality units, drainage pipes, an above-ground stormwater infiltration basin and a subsurface stormwater infiltration system. In compliance with state and local regulations, the drainage system has been designed as follows: 1) Clean, rooftop runoff from the entire building is collected and routed to a subsurface infiltration system at the eastern side of the building. 2) Runoff from all paved surfaces (access drives, parking areas, vehicle storage areas) is collected and routed to an above-ground infiltration basin and a subsurface infiltration system, located at the east of the building and at the northern side of the parking lot, respectively. 3) Best Management Practices (BMP’s) have been incorporated into the parking lot drainage design, including water quality measures such as a deep sump/hooded catch basins, and Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 3 hydrodynamic oil/water separators to reduce total suspended solids and trap oil/grit prior to discharge to the infiltration systems. 4) The infiltration basins and subsurface systems have been designed for the 100-year storm event to prevent overflow of the systems. The above measures will ensure continued recharge of the aquifer, while reducing the potential for harmful contaminants from paved surfaces to enter the aquifer or adjacent wetlands via stormwater runoff. Pre- and Post-Development Watershed Plans, HydroCAD runoff calculations, water quality calculations, TSS Removal calculations, basin drawdown calculations, and First Defense FD-HC unit sizing calculations are all provided in the appendix along with SCS soil data and on-site test pit results. A summary of the pre- versus post-development runoff rates to the various design points surrounding the site is as follows: Design Point #1 – Route 28 Storm Event Pre-Development Post-Development 2-year 0.00 cfs 0.00 cfs 10-year 0.01 cfs 0.00 cfs 25-year 0.02 cfs 0.00 cfs 50-year 0.03 cfs (117 cf) 0.01 cfs (44 cf) 100-year 0.04 cfs (152 cf) 0.01 cfs (62 cf) Design Point #2 – Eastern Wetlands Storm Event Pre-Development Post-Development 2-year 0.00 cfs 0.00 cfs 10-year 0.02 cfs 0.01 cfs 25-year 0.09 cfs 0.03 cfs 50-year 0.17 cfs (1,498 cf) 0.07 cfs (651 cf) 100-year 0.29 cfs (2,137 cf) 0.12 cfs (943 cf) Design Point #3 – Northern Wetlands Storm Event Pre-Development Post-Development 2-year 0.00 cfs 0.00 cfs 10-year 0.00 cfs 0.00 cfs 25-year 0.02 cfs 0.02 cfs 50-year 0.05 cfs (576 cf) 0.05 cfs (562 cf) 100-year 0.10 cfs (867 cf) 0.10 cfs (846 cf) Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 4 3.0 CONSTRUCTION SEQUENCING AND EQUIPMENT 1) Install erosion control measures at the limit of work as shown on the erosion control plans. 2) Install stone tracking pad at the entrance as shown on the erosion control plans. 3) Clear and grub the established limit of work. 4) Demo the existing automobile inventory storage area and rough grade the site. 5) Install the proposed stormwater management systems and utilities, ensure that the specified erosion control measures are being implemented at each upon installation (siltsack sediment traps at catch basins and sediment logs at the drainage basin). 6) Establish sub grade for the parking lot and automobile inventory storage and pave. 7) Work associated with the building foundation and work inside the building envelope to be conducted between steps 4-8. 8) Once all of the site work is completed, vegetation has been stabilized, and the site has been inspected and approved by the design engineer; temporary erosion control measures are to be removed. Equipment to be used onsite: Excavators, Front Loaders, Dump Trucks, Skid Steer Loaders, Jackhammers, Plate Compactors, Concrete Trucks, Boom Lifts, Asphalt Pavers, and miscellaneous hand tools. 4.0 COMPLIANCE WITH DEP STORMWATER MANAGEMENT STANDARDS Standard 1: No New Untreated Discharges The development will not result in new untreated discharges and based on this it is our opinion that this standard is met. Standard 2: Peak Rate Attenuation Based upon the proposed grading design, there is no additional discharge or runoff to any abutting properties or wetlands. All runoff from developed areas under post-development conditions, with the exception of some small grassed areas will be retained on site and the post-development calculations for the site show that all stormwater infiltration basins and structures have been sized to handle the 100-year storm event. Post-development runoff rates do not exceed pre-development runoff rates. Based on this analysis, it is our opinion that this standard has been met. Standard 3: Groundwater Recharge Based upon a review of the Web Soil Survey, soils within the proposed development area have been identified as Carver coarse sand with a Hydrologic Soil Group A. The groundwater recharge volume required for the proposed impervious surfaces is calculated by the following formula: Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 5 Rv = (F)(AIMP) Rv = Required Recharge Volume F=Target Depth Factor: 0.60 inch AIMP = Proposed Impervious Area The total area of new impervious is equal to 60,078 SF. The calculations in the Appendices show that the BMP recharge volumes provided of 19,407 CF exceeds the required recharge volume of 3,004 CF. As a result, it is our opinion that Standard 3 has been met. Standard 4: Water Quality The required Water Quality volume for the project has been calculated based upon the first 1” of runoff from the new impervious surfaces, not including the proposed roof area. The Water Quality Volume was converted to a flow rate using DEP approved methodology and the hydrodynamic oil/water separators (First Defense Units) were sized accordingly. In addition, the TSS calculations show that 93% of the Total Suspended Solids will be removed overall and greater than 44% of TSS will be removed prior to discharge to the infiltration systems. As a result, it is our opinion that Standard 4 has been met. Refer to Appendices for calculations. Standard 5: Land Uses with Higher Pollutant Loads (LUHPPLs) The proposed development is not a LUHPPL and therefore Standard 5 is not applicable. Standard 6: Critical Areas The project is not located in a critical area. Therefore, in our opinion, this standard is not applicable. Standard 7: Redevelopment Projects The proposed project is not a redevelopment project and therefore Standard 7 is not applicable. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control Construction Period Erosion and Sedimentation Control notes are provided on the Site plans along with notes/instructions for the contractor and details/location of all erosion control measures. The project will be covered under a NPDES CGP and a SWPPP will be submitted prior to any stormwater discharges taking place. Standard 9: Long Term Operation and Maintenance Plan A Long-Term Stormwater Operation and Maintenance Plan has been provided in the appendix. Standard 10: Prohibition of Illicit Discharges To our knowledge, there are no existing illicit discharges to existing stormwater systems on the Site and measures to prevent illicit discharges from the proposed development to proposed stormwater systems on the Site is included within the Long-Term Stormwater Operation and Maintenance Plan. Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 6 As required, the Illicit Discharge Compliance Statement will be signed by the Responsible Party prior to the start of construction. 5) COMPLIANCE WITH TOWN OF YARMOUTH’S STORMWATER MANAGEMENT REGULATIONS PERFORMANCE STANDARDS (1) LID Site Planning and Design Stategies The proposed project is an automobile dealership on a parcel of land currently being used as automobile inventory storage. LID site planning and design strategies have been implemented as much as is feasible for the project. Landscaped/grassed islands have been supplemented throughout the site in place of asphalt, and trees have been scattered throughout to intercept rainfall as much as possible. All paved surfaces are to be pre-treated to meet a 63% TSS removal prior to any infiltration structures or basins. (2) Good Housekeeping Procedures Good housekeeping procedures, consistent with the Town of Yarmouth’s Stormwater Management Regulations Performance Standards, have been addressed in the attached Long Term Operations and Maintenance Plan. (3) Stormwater Management Systems Design HydroCAD results for the 2, 10, 25, 50 and 100-year 24-hour storms utilizing NOAA Atlas 14 precipitation data have been attached in Appendices B. The Infiltration Basin and Subsurface Infiltration Structure are sized to retain both the 50 and the 100-year post development stormwater runoff volume. All runoff from impervious surfaces with be pre-treated to greater than 44% TSS removal prior to infiltration to meet the required levels of pollutant removal. (4) Stormwater Management Systems for New Developments Using the calculation method outlined in the Stormwater Management Regulations Performance Standards section 4(b), the required level of average annual pollutant removal of TSS, Total Phosphorus and Total Nitrogen is achieved by providing storage volumes greater than 1-inch times the impervious surface in the infiltration basin and subsurface infiltration system. Calculations are provided in the appendix. Stormwater Drainage Analysis Cape and Islands Nissan 770 Route 28, South Yarmouth, Massachusetts June 21, 2024 Page 7 (5) Stormwater Management Systems for Redevelopment N/A (6) Pollutant Removal Calculation Methods The methods outlined in the State of Massachusetts DEP Stormwater Handbook has been used to calculate BMP performance. (7) Discharges to Water Bodies or Their Tributaries N/A APPENDIX A DEP Stormwater Checklist swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include:  The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report.  Applicant/Project Name  Project Address  Name of Firm and Registered Professional Engineer that prepared the Report  Long-Term Pollution Prevention Plan required by Standards 4-6  Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82  Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment June 28, 2024 swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following:  Good housekeeping practices;  Provisions for storing materials and waste products inside or under cover;  Vehicle washing controls;  Requirements for routine inspections and maintenance of stormwater BMPs;  Spill prevention and response plans;  Provisions for maintenance of lawns, gardens, and other landscaped areas;  Requirements for storage and use of fertilizers, herbicides, and pesticides;  Pet waste management provisions;  Provisions for operation and management of septic systems;  Provisions for solid waste management;  Snow disposal and plowing plans relative to Wetland Resource Areas;  Winter Road Salt and/or Sand Use and Storage restrictions;  Street sweeping schedules;  Provisions for prevention of illicit discharges to the stormwater management system;  Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL;  Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;  List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information:  Narrative;  Construction Period Operation and Maintenance Plan;  Names of Persons or Entity Responsible for Plan Compliance;  Construction Period Pollution Prevention Measures;  Erosion and Sedimentation Control Plan Drawings;  Detail drawings and specifications for erosion control BMPs, including sizing calculations;  Vegetation Planning;  Site Development Plan;  Construction Sequencing Plan;  Sequencing of Erosion and Sedimentation Controls;  Operation and Maintenance of Erosion and Sedimentation Controls;  Inspection Schedule;  Maintenance Schedule;  Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. APPENDIX B Pre- and Post-Development HydroCAD Calculations 1S 1S 2S 2S 3S 3S 4S 4S DP1 RTE 28 DP2 EASTERN WETLANDS DP3 NORTHERN WETLANDS 1P Existing Low Area Routing Diagram for 3376.00-PRE Prepared by {enter your company name here}, Printed 7/1/2024 HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,037 sf 0.00% Impervious Runoff Depth=0.14"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 Runoff=0.00 cfs 12 cf Runoff Area=28,950 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 2S: 2S Flow Length=205' Tc=16.7 min CN=39 Runoff=0.00 cfs 8 cf Runoff Area=89,351 sf 5.55% Impervious Runoff Depth=0.08"Subcatchment 3S: 3S Flow Length=503' Tc=42.7 min CN=46 Runoff=0.02 cfs 598 cf Runoff Area=15,819 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 4S: 4S Flow Length=153' Tc=15.1 min CN=36 Runoff=0.00 cfs 0 cf Inflow=0.00 cfs 12 cfReach DP1: RTE 28 Outflow=0.00 cfs 12 cf Inflow=0.00 cfs 8 cfReach DP2: EASTERN WETLANDS Outflow=0.00 cfs 8 cf Inflow=0.00 cfs 0 cfReach DP3: NORTHERN WETLANDS Outflow=0.00 cfs 0 cf Peak Elev=3.01' Storage=3 cf Inflow=0.02 cfs 598 cfPond 1P: Existing Low Area Outflow=0.02 cfs 598 cf Total Runoff Area = 135,157 sf Runoff Volume = 618 cf Average Runoff Depth = 0.05" 96.33% Pervious = 130,196 sf 3.67% Impervious = 4,961 sf Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.00 cfs @ 12.47 hrs, Volume= 12 cf, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 1,037 49 50-75% Grass cover, Fair, HSG A 1,037 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 12 0.0700 0.19 Sheet Flow, LAWN Grass: Short n= 0.150 P2= 3.44" 1.0 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=1,037 sf Runoff Volume=12 cf Runoff Depth=0.14" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.00 cfs @ 23.99 hrs, Volume= 8 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 7,449 49 50-75% Grass cover, Fair, HSG A 21,501 36 Woods, Fair, HSG A 28,950 39 Weighted Average 28,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 50 0.0140 0.06 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 3.0 155 0.0290 0.85 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.7 205 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=28,950 sf Runoff Volume=8 cf Runoff Depth=0.00" Flow Length=205' Tc=16.7 min CN=39 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.02 cfs @ 15.32 hrs, Volume= 598 cf, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 4,961 98 Paved parking, HSG A 53,892 36 Woods, Fair, HSG A 21,394 49 50-75% Grass cover, Fair, HSG A 8,524 72 Dirt roads, HSG A 580 96 Gravel surface, HSG A 89,351 46 Weighted Average 84,390 94.45% Pervious Area 4,961 5.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 50 0.0010 0.05 Sheet Flow, 50 Grass: Short n= 0.150 P2= 3.44" 1.1 48 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 7.5 100 0.0010 0.22 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 16.1 305 0.0040 0.32 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 42.7 503 Total Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=89,351 sf Runoff Volume=598 cf Runoff Depth=0.08" Flow Length=503' Tc=42.7 min CN=46 0.02 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 15,819 36 Woods, Fair, HSG A 15,819 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.44" 2.4 103 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 153 Total Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=15,819 sf Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=153' Tc=15.1 min CN=36 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,037 sf, 0.00% Impervious, Inflow Depth = 0.14" for 2-yr event Inflow = 0.00 cfs @ 12.47 hrs, Volume= 12 cf Outflow = 0.00 cfs @ 12.47 hrs, Volume= 12 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=1,037 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 28,950 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 23.99 hrs, Volume= 8 cf Outflow = 0.00 cfs @ 23.99 hrs, Volume= 8 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=28,950 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,819 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=15,819 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Low Area Inflow Area = 89,351 sf, 5.55% Impervious, Inflow Depth = 0.08" for 2-yr event Inflow = 0.02 cfs @ 15.32 hrs, Volume= 598 cf Outflow = 0.02 cfs @ 15.34 hrs, Volume= 598 cf, Atten= 0%, Lag= 1.0 min Discarded = 0.02 cfs @ 15.34 hrs, Volume= 598 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 3.01' @ 15.34 hrs Surf.Area= 233 sf Storage= 3 cf Plug-Flow detention time= 2.0 min calculated for 598 cf (100% of inflow) Center-of-Mass det. time= 2.0 min ( 1,092.4 - 1,090.4 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,648 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 219 72.0 0 0 219 4.00 3,061 219.0 1,366 1,366 3,626 5.00 9,500 390.0 5,985 7,351 11,919 5.50 15,966 555.0 6,297 13,648 24,329 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 15.34 hrs HW=3.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Type III 24-hr 2-yr Rainfall=3.36"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Low Area Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=89,351 sf Peak Elev=3.01' Storage=3 cf 0.02 cfs0.02 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,037 sf 0.00% Impervious Runoff Depth=0.60"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 Runoff=0.01 cfs 52 cf Runoff Area=28,950 sf 0.00% Impervious Runoff Depth=0.18"Subcatchment 2S: 2S Flow Length=205' Tc=16.7 min CN=39 Runoff=0.02 cfs 430 cf Runoff Area=89,351 sf 5.55% Impervious Runoff Depth=0.45"Subcatchment 3S: 3S Flow Length=503' Tc=42.7 min CN=46 Runoff=0.27 cfs 3,369 cf Runoff Area=15,819 sf 0.00% Impervious Runoff Depth=0.09"Subcatchment 4S: 4S Flow Length=153' Tc=15.1 min CN=36 Runoff=0.00 cfs 123 cf Inflow=0.01 cfs 52 cfReach DP1: RTE 28 Outflow=0.01 cfs 52 cf Inflow=0.02 cfs 430 cfReach DP2: EASTERN WETLANDS Outflow=0.02 cfs 430 cf Inflow=0.00 cfs 123 cfReach DP3: NORTHERN WETLANDS Outflow=0.00 cfs 123 cf Peak Elev=3.43' Storage=253 cf Inflow=0.27 cfs 3,369 cfPond 1P: Existing Low Area Outflow=0.20 cfs 3,369 cf Total Runoff Area = 135,157 sf Runoff Volume = 3,974 cf Average Runoff Depth = 0.35" 96.33% Pervious = 130,196 sf 3.67% Impervious = 4,961 sf Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.01 cfs @ 12.13 hrs, Volume= 52 cf, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 1,037 49 50-75% Grass cover, Fair, HSG A 1,037 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 12 0.0700 0.19 Sheet Flow, LAWN Grass: Short n= 0.150 P2= 3.44" 1.0 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1,037 sf Runoff Volume=52 cf Runoff Depth=0.60" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.02 cfs @ 13.75 hrs, Volume= 430 cf, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 7,449 49 50-75% Grass cover, Fair, HSG A 21,501 36 Woods, Fair, HSG A 28,950 39 Weighted Average 28,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 50 0.0140 0.06 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 3.0 155 0.0290 0.85 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.7 205 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=28,950 sf Runoff Volume=430 cf Runoff Depth=0.18" Flow Length=205' Tc=16.7 min CN=39 0.02 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.27 cfs @ 12.85 hrs, Volume= 3,369 cf, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 4,961 98 Paved parking, HSG A 53,892 36 Woods, Fair, HSG A 21,394 49 50-75% Grass cover, Fair, HSG A 8,524 72 Dirt roads, HSG A 580 96 Gravel surface, HSG A 89,351 46 Weighted Average 84,390 94.45% Pervious Area 4,961 5.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 50 0.0010 0.05 Sheet Flow, 50 Grass: Short n= 0.150 P2= 3.44" 1.1 48 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 7.5 100 0.0010 0.22 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 16.1 305 0.0040 0.32 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 42.7 503 Total Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=89,351 sf Runoff Volume=3,369 cf Runoff Depth=0.45" Flow Length=503' Tc=42.7 min CN=46 0.27 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 0.00 cfs @ 15.15 hrs, Volume= 123 cf, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 15,819 36 Woods, Fair, HSG A 15,819 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.44" 2.4 103 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 153 Total Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=15,819 sf Runoff Volume=123 cf Runoff Depth=0.09" Flow Length=153' Tc=15.1 min CN=36 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,037 sf, 0.00% Impervious, Inflow Depth = 0.60" for 10-yr event Inflow = 0.01 cfs @ 12.13 hrs, Volume= 52 cf Outflow = 0.01 cfs @ 12.13 hrs, Volume= 52 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=1,037 sf 0.01 cfs0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 28,950 sf, 0.00% Impervious, Inflow Depth = 0.18" for 10-yr event Inflow = 0.02 cfs @ 13.75 hrs, Volume= 430 cf Outflow = 0.02 cfs @ 13.75 hrs, Volume= 430 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=28,950 sf 0.02 cfs0.02 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,819 sf, 0.00% Impervious, Inflow Depth = 0.09" for 10-yr event Inflow = 0.00 cfs @ 15.15 hrs, Volume= 123 cf Outflow = 0.00 cfs @ 15.15 hrs, Volume= 123 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=15,819 sf 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Low Area Inflow Area = 89,351 sf, 5.55% Impervious, Inflow Depth = 0.45" for 10-yr event Inflow = 0.27 cfs @ 12.85 hrs, Volume= 3,369 cf Outflow = 0.20 cfs @ 13.29 hrs, Volume= 3,369 cf, Atten= 26%, Lag= 26.1 min Discarded = 0.20 cfs @ 13.29 hrs, Volume= 3,369 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 3.43' @ 13.29 hrs Surf.Area= 1,048 sf Storage= 253 cf Plug-Flow detention time= 11.4 min calculated for 3,369 cf (100% of inflow) Center-of-Mass det. time= 11.4 min ( 988.4 - 977.0 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,648 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 219 72.0 0 0 219 4.00 3,061 219.0 1,366 1,366 3,626 5.00 9,500 390.0 5,985 7,351 11,919 5.50 15,966 555.0 6,297 13,648 24,329 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.20 cfs @ 13.29 hrs HW=3.43' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.20 cfs) Type III 24-hr 10-yr Rainfall=4.89"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Low Area Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=89,351 sf Peak Elev=3.43' Storage=253 cf 0.27 cfs 0.20 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,037 sf 0.00% Impervious Runoff Depth=1.00"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 Runoff=0.02 cfs 87 cf Runoff Area=28,950 sf 0.00% Impervious Runoff Depth=0.40"Subcatchment 2S: 2S Flow Length=205' Tc=16.7 min CN=39 Runoff=0.09 cfs 973 cf Runoff Area=89,351 sf 5.55% Impervious Runoff Depth=0.80"Subcatchment 3S: 3S Flow Length=503' Tc=42.7 min CN=46 Runoff=0.63 cfs 5,992 cf Runoff Area=15,819 sf 0.00% Impervious Runoff Depth=0.26"Subcatchment 4S: 4S Flow Length=153' Tc=15.1 min CN=36 Runoff=0.02 cfs 346 cf Inflow=0.02 cfs 87 cfReach DP1: RTE 28 Outflow=0.02 cfs 87 cf Inflow=0.09 cfs 973 cfReach DP2: EASTERN WETLANDS Outflow=0.09 cfs 973 cf Inflow=0.02 cfs 346 cfReach DP3: NORTHERN WETLANDS Outflow=0.02 cfs 346 cf Peak Elev=3.76' Storage=751 cf Inflow=0.63 cfs 5,992 cfPond 1P: Existing Low Area Outflow=0.40 cfs 5,992 cf Total Runoff Area = 135,157 sf Runoff Volume = 7,398 cf Average Runoff Depth = 0.66" 96.33% Pervious = 130,196 sf 3.67% Impervious = 4,961 sf Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.02 cfs @ 12.11 hrs, Volume= 87 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 1,037 49 50-75% Grass cover, Fair, HSG A 1,037 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 12 0.0700 0.19 Sheet Flow, LAWN Grass: Short n= 0.150 P2= 3.44" 1.0 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=1,037 sf Runoff Volume=87 cf Runoff Depth=1.00" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.09 cfs @ 12.52 hrs, Volume= 973 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 7,449 49 50-75% Grass cover, Fair, HSG A 21,501 36 Woods, Fair, HSG A 28,950 39 Weighted Average 28,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 50 0.0140 0.06 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 3.0 155 0.0290 0.85 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.7 205 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=28,950 sf Runoff Volume=973 cf Runoff Depth=0.40" Flow Length=205' Tc=16.7 min CN=39 0.09 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.63 cfs @ 12.76 hrs, Volume= 5,992 cf, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 4,961 98 Paved parking, HSG A 53,892 36 Woods, Fair, HSG A 21,394 49 50-75% Grass cover, Fair, HSG A 8,524 72 Dirt roads, HSG A 580 96 Gravel surface, HSG A 89,351 46 Weighted Average 84,390 94.45% Pervious Area 4,961 5.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 50 0.0010 0.05 Sheet Flow, 50 Grass: Short n= 0.150 P2= 3.44" 1.1 48 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 7.5 100 0.0010 0.22 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 16.1 305 0.0040 0.32 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 42.7 503 Total Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=89,351 sf Runoff Volume=5,992 cf Runoff Depth=0.80" Flow Length=503' Tc=42.7 min CN=46 0.63 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 0.02 cfs @ 12.60 hrs, Volume= 346 cf, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 15,819 36 Woods, Fair, HSG A 15,819 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.44" 2.4 103 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 153 Total Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=15,819 sf Runoff Volume=346 cf Runoff Depth=0.26" Flow Length=153' Tc=15.1 min CN=36 0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,037 sf, 0.00% Impervious, Inflow Depth = 1.00" for 25-yr event Inflow = 0.02 cfs @ 12.11 hrs, Volume= 87 cf Outflow = 0.02 cfs @ 12.11 hrs, Volume= 87 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=1,037 sf 0.02 cfs0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 28,950 sf, 0.00% Impervious, Inflow Depth = 0.40" for 25-yr event Inflow = 0.09 cfs @ 12.52 hrs, Volume= 973 cf Outflow = 0.09 cfs @ 12.52 hrs, Volume= 973 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=28,950 sf 0.09 cfs0.09 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,819 sf, 0.00% Impervious, Inflow Depth = 0.26" for 25-yr event Inflow = 0.02 cfs @ 12.60 hrs, Volume= 346 cf Outflow = 0.02 cfs @ 12.60 hrs, Volume= 346 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=15,819 sf 0.02 cfs0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Low Area Inflow Area = 89,351 sf, 5.55% Impervious, Inflow Depth = 0.80" for 25-yr event Inflow = 0.63 cfs @ 12.76 hrs, Volume= 5,992 cf Outflow = 0.40 cfs @ 13.25 hrs, Volume= 5,992 cf, Atten= 37%, Lag= 29.4 min Discarded = 0.40 cfs @ 13.25 hrs, Volume= 5,992 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 3.76' @ 13.25 hrs Surf.Area= 2,075 sf Storage= 751 cf Plug-Flow detention time= 19.4 min calculated for 5,991 cf (100% of inflow) Center-of-Mass det. time= 19.4 min ( 968.8 - 949.4 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,648 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 219 72.0 0 0 219 4.00 3,061 219.0 1,366 1,366 3,626 5.00 9,500 390.0 5,985 7,351 11,919 5.50 15,966 555.0 6,297 13,648 24,329 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.40 cfs @ 13.25 hrs HW=3.76' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.40 cfs) Type III 24-hr 25-yr Rainfall=5.85"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Low Area Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=89,351 sf Peak Elev=3.76' Storage=751 cf 0.63 cfs 0.40 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,037 sf 0.00% Impervious Runoff Depth=1.35"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 Runoff=0.03 cfs 117 cf Runoff Area=28,950 sf 0.00% Impervious Runoff Depth=0.62"Subcatchment 2S: 2S Flow Length=205' Tc=16.7 min CN=39 Runoff=0.17 cfs 1,498 cf Runoff Area=89,351 sf 5.55% Impervious Runoff Depth=1.12"Subcatchment 3S: 3S Flow Length=503' Tc=42.7 min CN=46 Runoff=0.97 cfs 8,316 cf Runoff Area=15,819 sf 0.00% Impervious Runoff Depth=0.44"Subcatchment 4S: 4S Flow Length=153' Tc=15.1 min CN=36 Runoff=0.05 cfs 576 cf Inflow=0.03 cfs 117 cfReach DP1: RTE 28 Outflow=0.03 cfs 117 cf Inflow=0.17 cfs 1,498 cfReach DP2: EASTERN WETLANDS Outflow=0.17 cfs 1,498 cf Inflow=0.05 cfs 576 cfReach DP3: NORTHERN WETLANDS Outflow=0.05 cfs 576 cf Peak Elev=3.98' Storage=1,295 cf Inflow=0.97 cfs 8,316 cfPond 1P: Existing Low Area Outflow=0.57 cfs 8,316 cf Total Runoff Area = 135,157 sf Runoff Volume = 10,507 cf Average Runoff Depth = 0.93" 96.33% Pervious = 130,196 sf 3.67% Impervious = 4,961 sf Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.03 cfs @ 12.11 hrs, Volume= 117 cf, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 1,037 49 50-75% Grass cover, Fair, HSG A 1,037 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 12 0.0700 0.19 Sheet Flow, LAWN Grass: Short n= 0.150 P2= 3.44" 1.0 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=1,037 sf Runoff Volume=117 cf Runoff Depth=1.35" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 0.03 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.17 cfs @ 12.45 hrs, Volume= 1,498 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 7,449 49 50-75% Grass cover, Fair, HSG A 21,501 36 Woods, Fair, HSG A 28,950 39 Weighted Average 28,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 50 0.0140 0.06 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 3.0 155 0.0290 0.85 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.7 205 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=28,950 sf Runoff Volume=1,498 cf Runoff Depth=0.62" Flow Length=205' Tc=16.7 min CN=39 0.17 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.97 cfs @ 12.72 hrs, Volume= 8,316 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 4,961 98 Paved parking, HSG A 53,892 36 Woods, Fair, HSG A 21,394 49 50-75% Grass cover, Fair, HSG A 8,524 72 Dirt roads, HSG A 580 96 Gravel surface, HSG A 89,351 46 Weighted Average 84,390 94.45% Pervious Area 4,961 5.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 50 0.0010 0.05 Sheet Flow, 50 Grass: Short n= 0.150 P2= 3.44" 1.1 48 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 7.5 100 0.0010 0.22 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 16.1 305 0.0040 0.32 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 42.7 503 Total Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=89,351 sf Runoff Volume=8,316 cf Runoff Depth=1.12" Flow Length=503' Tc=42.7 min CN=46 0.97 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 0.05 cfs @ 12.50 hrs, Volume= 576 cf, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 15,819 36 Woods, Fair, HSG A 15,819 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.44" 2.4 103 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 153 Total Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=15,819 sf Runoff Volume=576 cf Runoff Depth=0.44" Flow Length=153' Tc=15.1 min CN=36 0.05 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,037 sf, 0.00% Impervious, Inflow Depth = 1.35" for 50-yr event Inflow = 0.03 cfs @ 12.11 hrs, Volume= 117 cf Outflow = 0.03 cfs @ 12.11 hrs, Volume= 117 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=1,037 sf 0.03 cfs0.03 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 28,950 sf, 0.00% Impervious, Inflow Depth = 0.62" for 50-yr event Inflow = 0.17 cfs @ 12.45 hrs, Volume= 1,498 cf Outflow = 0.17 cfs @ 12.45 hrs, Volume= 1,498 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=28,950 sf 0.17 cfs0.17 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,819 sf, 0.00% Impervious, Inflow Depth = 0.44" for 50-yr event Inflow = 0.05 cfs @ 12.50 hrs, Volume= 576 cf Outflow = 0.05 cfs @ 12.50 hrs, Volume= 576 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=15,819 sf 0.05 cfs0.05 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Low Area Inflow Area = 89,351 sf, 5.55% Impervious, Inflow Depth = 1.12" for 50-yr event Inflow = 0.97 cfs @ 12.72 hrs, Volume= 8,316 cf Outflow = 0.57 cfs @ 13.24 hrs, Volume= 8,316 cf, Atten= 42%, Lag= 31.6 min Discarded = 0.57 cfs @ 13.24 hrs, Volume= 8,316 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 3.98' @ 13.24 hrs Surf.Area= 2,956 sf Storage= 1,295 cf Plug-Flow detention time= 24.8 min calculated for 8,315 cf (100% of inflow) Center-of-Mass det. time= 24.8 min ( 960.4 - 935.6 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,648 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 219 72.0 0 0 219 4.00 3,061 219.0 1,366 1,366 3,626 5.00 9,500 390.0 5,985 7,351 11,919 5.50 15,966 555.0 6,297 13,648 24,329 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.57 cfs @ 13.24 hrs HW=3.98' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.57 cfs) Type III 24-hr 50-yr Rainfall=6.57"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Low Area Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=89,351 sf Peak Elev=3.98' Storage=1,295 cf 0.97 cfs 0.57 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1,037 sf 0.00% Impervious Runoff Depth=1.75"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 Runoff=0.04 cfs 152 cf Runoff Area=28,950 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment 2S: 2S Flow Length=205' Tc=16.7 min CN=39 Runoff=0.29 cfs 2,137 cf Runoff Area=89,351 sf 5.55% Impervious Runoff Depth=1.48"Subcatchment 3S: 3S Flow Length=503' Tc=42.7 min CN=46 Runoff=1.39 cfs 11,015 cf Runoff Area=15,819 sf 0.00% Impervious Runoff Depth=0.66"Subcatchment 4S: 4S Flow Length=153' Tc=15.1 min CN=36 Runoff=0.10 cfs 867 cf Inflow=0.04 cfs 152 cfReach DP1: RTE 28 Outflow=0.04 cfs 152 cf Inflow=0.29 cfs 2,137 cfReach DP2: EASTERN WETLANDS Outflow=0.29 cfs 2,137 cf Inflow=0.10 cfs 867 cfReach DP3: NORTHERN WETLANDS Outflow=0.10 cfs 867 cf Peak Elev=4.18' Storage=1,999 cf Inflow=1.39 cfs 11,015 cfPond 1P: Existing Low Area Outflow=0.76 cfs 11,015 cf Total Runoff Area = 135,157 sf Runoff Volume = 14,172 cf Average Runoff Depth = 1.26" 96.33% Pervious = 130,196 sf 3.67% Impervious = 4,961 sf Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.04 cfs @ 12.10 hrs, Volume= 152 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 1,037 49 50-75% Grass cover, Fair, HSG A 1,037 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 12 0.0700 0.19 Sheet Flow, LAWN Grass: Short n= 0.150 P2= 3.44" 1.0 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=1,037 sf Runoff Volume=152 cf Runoff Depth=1.75" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=49 0.04 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.29 cfs @ 12.38 hrs, Volume= 2,137 cf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 7,449 49 50-75% Grass cover, Fair, HSG A 21,501 36 Woods, Fair, HSG A 28,950 39 Weighted Average 28,950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 50 0.0140 0.06 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 3.0 155 0.0290 0.85 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.7 205 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=28,950 sf Runoff Volume=2,137 cf Runoff Depth=0.89" Flow Length=205' Tc=16.7 min CN=39 0.29 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 1.39 cfs @ 12.67 hrs, Volume= 11,015 cf, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 4,961 98 Paved parking, HSG A 53,892 36 Woods, Fair, HSG A 21,394 49 50-75% Grass cover, Fair, HSG A 8,524 72 Dirt roads, HSG A 580 96 Gravel surface, HSG A 89,351 46 Weighted Average 84,390 94.45% Pervious Area 4,961 5.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 50 0.0010 0.05 Sheet Flow, 50 Grass: Short n= 0.150 P2= 3.44" 1.1 48 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 7.5 100 0.0010 0.22 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 16.1 305 0.0040 0.32 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 42.7 503 Total Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 50HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=89,351 sf Runoff Volume=11,015 cf Runoff Depth=1.48" Flow Length=503' Tc=42.7 min CN=46 1.39 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 51HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 0.10 cfs @ 12.44 hrs, Volume= 867 cf, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 15,819 36 Woods, Fair, HSG A 15,819 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.44" 2.4 103 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.1 153 Total Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=15,819 sf Runoff Volume=867 cf Runoff Depth=0.66" Flow Length=153' Tc=15.1 min CN=36 0.10 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 52HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,037 sf, 0.00% Impervious, Inflow Depth = 1.75" for 100-yr event Inflow = 0.04 cfs @ 12.10 hrs, Volume= 152 cf Outflow = 0.04 cfs @ 12.10 hrs, Volume= 152 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=1,037 sf 0.04 cfs0.04 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 53HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 28,950 sf, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 0.29 cfs @ 12.38 hrs, Volume= 2,137 cf Outflow = 0.29 cfs @ 12.38 hrs, Volume= 2,137 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=28,950 sf 0.29 cfs0.29 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 54HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,819 sf, 0.00% Impervious, Inflow Depth = 0.66" for 100-yr event Inflow = 0.10 cfs @ 12.44 hrs, Volume= 867 cf Outflow = 0.10 cfs @ 12.44 hrs, Volume= 867 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=15,819 sf 0.10 cfs0.10 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 55HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Existing Low Area Inflow Area = 89,351 sf, 5.55% Impervious, Inflow Depth = 1.48" for 100-yr event Inflow = 1.39 cfs @ 12.67 hrs, Volume= 11,015 cf Outflow = 0.76 cfs @ 13.24 hrs, Volume= 11,015 cf, Atten= 45%, Lag= 34.0 min Discarded = 0.76 cfs @ 13.24 hrs, Volume= 11,015 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.18' @ 13.24 hrs Surf.Area= 3,962 sf Storage= 1,999 cf Plug-Flow detention time= 29.7 min calculated for 11,014 cf (100% of inflow) Center-of-Mass det. time= 29.7 min ( 954.5 - 924.8 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,648 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 219 72.0 0 0 219 4.00 3,061 219.0 1,366 1,366 3,626 5.00 9,500 390.0 5,985 7,351 11,919 5.50 15,966 555.0 6,297 13,648 24,329 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.76 cfs @ 13.24 hrs HW=4.18' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.76 cfs) Type III 24-hr 100-yr Rainfall=7.32"3376.00-PRE Printed 7/1/2024Prepared by {enter your company name here} Page 56HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Existing Low Area Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=89,351 sf Peak Elev=4.18' Storage=1,999 cf 1.39 cfs 0.76 cfs 1S 1S 2S 2S 3S 3S 4S 4S 5S 5S 6S 6S 7S 7S DP1 RTE 28 DP2 EASTERN WETLANDS DP3 NORTHERN WETLANDS 1P Proposed Parking Lot Basin 2P Proposed Subsurface System 3P Northern Depression 4P Southern Depression Routing Diagram for 3376.00-POST Prepared by {enter your company name here}, Printed 7/1/2024 HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=845 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 0 cf Runoff Area=14,012 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 2S: 2S Flow Length=292' Tc=16.6 min CN=38 Runoff=0.00 cfs 1 cf Runoff Area=15,426 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 3S: 3S Flow Length=143' Tc=14.9 min CN=36 Runoff=0.00 cfs 0 cf Runoff Area=44,671 sf 83.15% Impervious Runoff Depth=2.50"Subcatchment 4S: 4S Tc=6.0 min CN=92 Runoff=2.93 cfs 9,317 cf Runoff Area=28,538 sf 78.68% Impervious Runoff Depth=2.70"Subcatchment 5S: 5S Tc=6.0 min CN=94 Runoff=1.98 cfs 6,419 cf Runoff Area=25,422 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 6S: 6S Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 Runoff=0.00 cfs 0 cf Runoff Area=5,564 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment 7S: 7S Tc=6.0 min CN=39 Runoff=0.00 cfs 2 cf Inflow=0.00 cfs 0 cfReach DP1: RTE 28 Outflow=0.00 cfs 0 cf Inflow=0.00 cfs 1 cfReach DP2: EASTERN WETLANDS Outflow=0.00 cfs 1 cf Inflow=0.00 cfs 0 cfReach DP3: NORTHERN WETLANDS Outflow=0.00 cfs 0 cf Peak Elev=4.04' Storage=2,592 cf Inflow=2.93 cfs 9,317 cfPond 1P: Proposed Parking Lot Basin Outflow=0.65 cfs 9,317 cf Peak Elev=5.57' Storage=1,389 cf Inflow=1.98 cfs 6,419 cfPond 2P: Proposed Subsurface System Outflow=0.48 cfs 6,419 cf Peak Elev=4.00' Storage=0 cf Inflow=0.00 cfs 0 cfPond 3P: Northern Depression Outflow=0.00 cfs 0 cf Peak Elev=8.50' Storage=0 cf Inflow=0.00 cfs 2 cfPond 4P: Southern Depression Outflow=0.00 cfs 2 cf Total Runoff Area = 134,478 sf Runoff Volume = 15,739 cf Average Runoff Depth = 1.40" 55.68% Pervious = 74,881 sf 44.32% Impervious = 59,597 sf Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.00 cfs @ 23.86 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 845 39 >75% Grass cover, Good, HSG A 845 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 12 0.0700 0.09 Sheet Flow, LAWN Grass: Bermuda n= 0.410 P2= 3.44" 2.3 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=845 sf Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 4HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.00 cfs @ 24.03 hrs, Volume= 1 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 8,775 39 >75% Grass cover, Good, HSG A 5,237 36 Woods, Fair, HSG A 14,012 38 Weighted Average 14,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 50 0.0200 0.07 Sheet Flow, 50 Grass: Bermuda n= 0.410 P2= 3.44" 3.5 172 0.0140 0.83 Shallow Concentrated Flow, LAWN Short Grass Pasture Kv= 7.0 fps 1.0 70 0.0500 1.12 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.6 292 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=14,012 sf Runoff Volume=1 cf Runoff Depth=0.00" Flow Length=292' Tc=16.6 min CN=38 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 5HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 14,676 36 Woods, Fair, HSG A 750 39 >75% Grass cover, Good, HSG A 15,426 36 Weighted Average 15,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 2.2 93 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 14.9 143 Total Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=15,426 sf Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=143' Tc=14.9 min CN=36 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 6HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 2.93 cfs @ 12.09 hrs, Volume= 9,317 cf, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 7,529 61 >75% Grass cover, Good, HSG B 37,142 98 Paved parking, HSG A 44,671 92 Weighted Average 7,529 16.85% Pervious Area 37,142 83.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=44,671 sf Runoff Volume=9,317 cf Runoff Depth=2.50" Tc=6.0 min CN=92 2.93 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 7HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: 5S Runoff = 1.98 cfs @ 12.08 hrs, Volume= 6,419 cf, Depth= 2.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description * 6,083 79 >75% Grass cover, Good, HSG B 12,464 98 Paved parking, HSG A 9,991 98 Roofs, HSG A 28,538 94 Weighted Average 6,083 21.32% Pervious Area 22,455 78.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: 5S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=28,538 sf Runoff Volume=6,419 cf Runoff Depth=2.70" Tc=6.0 min CN=94 1.98 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 8HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: 6S [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 16,610 36 Woods, Fair, HSG A 8,812 39 >75% Grass cover, Good, HSG A 25,422 37 Weighted Average 25,422 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.44" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.5 350 Total Subcatchment 6S: 6S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=25,422 sf Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 9HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: 7S Runoff = 0.00 cfs @ 23.86 hrs, Volume= 2 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.36" Area (sf) CN Description 5,564 39 >75% Grass cover, Good, HSG A 5,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: 7S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-yr Rainfall=3.36" Runoff Area=5,564 sf Runoff Volume=2 cf Runoff Depth=0.00" Tc=6.0 min CN=39 0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 10HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 845 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 23.86 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 23.86 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=845 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 11HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 14,012 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 24.03 hrs, Volume= 1 cf Outflow = 0.00 cfs @ 24.03 hrs, Volume= 1 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=14,012 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 12HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,426 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=15,426 sf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 13HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Parking Lot Basin Inflow Area = 44,671 sf, 83.15% Impervious, Inflow Depth = 2.50" for 2-yr event Inflow = 2.93 cfs @ 12.09 hrs, Volume= 9,317 cf Outflow = 0.65 cfs @ 12.49 hrs, Volume= 9,317 cf, Atten= 78%, Lag= 24.5 min Discarded = 0.65 cfs @ 12.49 hrs, Volume= 9,317 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.04' @ 12.49 hrs Surf.Area= 3,414 sf Storage= 2,592 cf Plug-Flow detention time= 28.7 min calculated for 9,317 cf (100% of inflow) Center-of-Mass det. time= 28.7 min ( 824.7 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,126 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 1,600 280.0 0 0 1,600 4.00 3,397 318.0 2,443 2,443 3,433 5.00 3,791 427.0 3,592 6,035 9,906 6.00 5,100 446.0 4,429 10,464 11,296 6.50 5,549 452.0 2,661 13,126 11,780 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.65 cfs @ 12.49 hrs HW=4.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.65 cfs) Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 14HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Parking Lot Basin Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=44,671 sf Peak Elev=4.04' Storage=2,592 cf 2.93 cfs 0.65 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 15HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Subsurface System Inflow Area = 28,538 sf, 78.68% Impervious, Inflow Depth = 2.70" for 2-yr event Inflow = 1.98 cfs @ 12.08 hrs, Volume= 6,419 cf Outflow = 0.48 cfs @ 12.47 hrs, Volume= 6,419 cf, Atten= 76%, Lag= 22.9 min Discarded = 0.48 cfs @ 12.47 hrs, Volume= 6,419 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 5.57' @ 12.47 hrs Surf.Area= 2,380 sf Storage= 1,389 cf Plug-Flow detention time= 15.6 min calculated for 6,419 cf (100% of inflow) Center-of-Mass det. time= 15.6 min ( 801.1 - 785.5 ) Volume Invert Avail.Storage Storage Description #1A 4.90' 40 cf 28.34'W x 84.00'L x 2.83'H Field A 6,736 cf Overall - 6,637 cf Embedded = 99 cf x 40.0% Voids #2A 4.90' 5,144 cf Shea Dry Well 1000gal x 40 Inside #1 Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 40 Chambers in 5 Rows 5,184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.90'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.48 cfs @ 12.47 hrs HW=5.57' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.48 cfs) Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 16HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System - Chamber Wizard Field A Chamber Model = Shea Dry Well 1000gal (Shea Jumbo Rectagular Dry Well) Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 8 Chambers/Row x 10.50' Long = 84.00' Row Length 5 Rows x 68.0" Wide = 28.34' Base Width 34.0" Chamber Height = 2.83' Field Height 40 Chambers x 128.6 cf = 5,144.4 cf Chamber Storage 40 Chambers x 165.9 cf = 6,636.9 cf Displacement 6,735.8 cf Field - 6,636.9 cf Chambers = 98.9 cf Stone x 40.0% Voids = 39.6 cf Stone Storage Chamber Storage + Stone Storage = 5,184.0 cf = 0.119 af Overall Storage Efficiency = 77.0% Overall System Size = 84.00' x 28.34' x 2.83' 40 Chambers 249.5 cy Field 3.7 cy Stone Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 17HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=28,538 sf Peak Elev=5.57' Storage=1,389 cf 1.98 cfs 0.48 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 18HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Northern Depression Inflow Area = 25,422 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.00' @ 0.00 hrs Surf.Area= 576 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 4.00' 5,954 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 4.00 576 166.0 0 0 576 5.00 4,986 406.0 2,419 2,419 11,504 5.50 9,386 500.0 3,535 5,954 18,285 Device Routing Invert Outlet Devices #1 Discarded 4.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.11 cfs potential flow) Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 19HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 3P: Northern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=25,422 sf Peak Elev=4.00' Storage=0 cf 0.00 cfs0.00 cfs Type III 24-hr 2-yr Rainfall=3.36"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 20HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: Southern Depression Inflow Area = 5,564 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.00 cfs @ 23.86 hrs, Volume= 2 cf Outflow = 0.00 cfs @ 23.87 hrs, Volume= 2 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.00 cfs @ 23.87 hrs, Volume= 2 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 8.50' @ 23.87 hrs Surf.Area= 1,096 sf Storage= 0 cf Plug-Flow detention time= 0.4 min calculated for 2 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 1,311.4 - 1,310.9 ) Volume Invert Avail.Storage Storage Description #1 8.50' 808 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 8.50 1,096 161.0 0 0 1,096 9.00 2,200 206.0 808 808 2,413 Device Routing Invert Outlet Devices #1 Discarded 8.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 23.87 hrs HW=8.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Pond 4P: Southern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=5,564 sf Peak Elev=8.50' Storage=0 cf 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 21HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=845 sf 0.00% Impervious Runoff Depth=0.18"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 13 cf Runoff Area=14,012 sf 0.00% Impervious Runoff Depth=0.15"Subcatchment 2S: 2S Flow Length=292' Tc=16.6 min CN=38 Runoff=0.01 cfs 172 cf Runoff Area=15,426 sf 0.00% Impervious Runoff Depth=0.09"Subcatchment 3S: 3S Flow Length=143' Tc=14.9 min CN=36 Runoff=0.00 cfs 120 cf Runoff Area=44,671 sf 83.15% Impervious Runoff Depth=3.98"Subcatchment 4S: 4S Tc=6.0 min CN=92 Runoff=4.55 cfs 14,823 cf Runoff Area=28,538 sf 78.68% Impervious Runoff Depth=4.20"Subcatchment 5S: 5S Tc=6.0 min CN=94 Runoff=3.00 cfs 9,987 cf Runoff Area=25,422 sf 0.00% Impervious Runoff Depth=0.12"Subcatchment 6S: 6S Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 Runoff=0.01 cfs 252 cf Runoff Area=5,564 sf 0.00% Impervious Runoff Depth=0.18"Subcatchment 7S: 7S Tc=6.0 min CN=39 Runoff=0.00 cfs 83 cf Inflow=0.00 cfs 13 cfReach DP1: RTE 28 Outflow=0.00 cfs 13 cf Inflow=0.01 cfs 172 cfReach DP2: EASTERN WETLANDS Outflow=0.01 cfs 172 cf Inflow=0.00 cfs 120 cfReach DP3: NORTHERN WETLANDS Outflow=0.00 cfs 120 cf Peak Elev=4.68' Storage=4,860 cf Inflow=4.55 cfs 14,823 cfPond 1P: Proposed Parking Lot Basin Outflow=0.70 cfs 14,823 cf Peak Elev=6.23' Storage=2,765 cf Inflow=3.00 cfs 9,987 cfPond 2P: Proposed Subsurface System Outflow=0.51 cfs 9,987 cf Peak Elev=4.00' Storage=1 cf Inflow=0.01 cfs 252 cfPond 3P: Northern Depression Outflow=0.01 cfs 252 cf Peak Elev=8.50' Storage=0 cf Inflow=0.00 cfs 83 cfPond 4P: Southern Depression Outflow=0.00 cfs 83 cf Total Runoff Area = 134,478 sf Runoff Volume = 25,450 cf Average Runoff Depth = 2.27" 55.68% Pervious = 74,881 sf 44.32% Impervious = 59,597 sf Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 22HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.00 cfs @ 12.50 hrs, Volume= 13 cf, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 845 39 >75% Grass cover, Good, HSG A 845 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 12 0.0700 0.09 Sheet Flow, LAWN Grass: Bermuda n= 0.410 P2= 3.44" 2.3 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=845 sf Runoff Volume=13 cf Runoff Depth=0.18" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 23HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.01 cfs @ 13.96 hrs, Volume= 172 cf, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 8,775 39 >75% Grass cover, Good, HSG A 5,237 36 Woods, Fair, HSG A 14,012 38 Weighted Average 14,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 50 0.0200 0.07 Sheet Flow, 50 Grass: Bermuda n= 0.410 P2= 3.44" 3.5 172 0.0140 0.83 Shallow Concentrated Flow, LAWN Short Grass Pasture Kv= 7.0 fps 1.0 70 0.0500 1.12 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.6 292 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=14,012 sf Runoff Volume=172 cf Runoff Depth=0.15" Flow Length=292' Tc=16.6 min CN=38 0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 24HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.00 cfs @ 15.15 hrs, Volume= 120 cf, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 14,676 36 Woods, Fair, HSG A 750 39 >75% Grass cover, Good, HSG A 15,426 36 Weighted Average 15,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 2.2 93 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 14.9 143 Total Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=15,426 sf Runoff Volume=120 cf Runoff Depth=0.09" Flow Length=143' Tc=14.9 min CN=36 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 25HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 4.55 cfs @ 12.08 hrs, Volume= 14,823 cf, Depth= 3.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 7,529 61 >75% Grass cover, Good, HSG B 37,142 98 Paved parking, HSG A 44,671 92 Weighted Average 7,529 16.85% Pervious Area 37,142 83.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=44,671 sf Runoff Volume=14,823 cf Runoff Depth=3.98" Tc=6.0 min CN=92 4.55 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 26HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: 5S Runoff = 3.00 cfs @ 12.08 hrs, Volume= 9,987 cf, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description * 6,083 79 >75% Grass cover, Good, HSG B 12,464 98 Paved parking, HSG A 9,991 98 Roofs, HSG A 28,538 94 Weighted Average 6,083 21.32% Pervious Area 22,455 78.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: 5S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=28,538 sf Runoff Volume=9,987 cf Runoff Depth=4.20" Tc=6.0 min CN=94 3.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 27HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: 6S Runoff = 0.01 cfs @ 14.91 hrs, Volume= 252 cf, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 16,610 36 Woods, Fair, HSG A 8,812 39 >75% Grass cover, Good, HSG A 25,422 37 Weighted Average 25,422 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.44" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.5 350 Total Subcatchment 6S: 6S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=25,422 sf Runoff Volume=252 cf Runoff Depth=0.12" Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 28HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: 7S Runoff = 0.00 cfs @ 12.50 hrs, Volume= 83 cf, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 5,564 39 >75% Grass cover, Good, HSG A 5,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: 7S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=5,564 sf Runoff Volume=83 cf Runoff Depth=0.18" Tc=6.0 min CN=39 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 29HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 845 sf, 0.00% Impervious, Inflow Depth = 0.18" for 10-yr event Inflow = 0.00 cfs @ 12.50 hrs, Volume= 13 cf Outflow = 0.00 cfs @ 12.50 hrs, Volume= 13 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=845 sf 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 30HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 14,012 sf, 0.00% Impervious, Inflow Depth = 0.15" for 10-yr event Inflow = 0.01 cfs @ 13.96 hrs, Volume= 172 cf Outflow = 0.01 cfs @ 13.96 hrs, Volume= 172 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=14,012 sf 0.01 cfs0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 31HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,426 sf, 0.00% Impervious, Inflow Depth = 0.09" for 10-yr event Inflow = 0.00 cfs @ 15.15 hrs, Volume= 120 cf Outflow = 0.00 cfs @ 15.15 hrs, Volume= 120 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.005 0.005 0.004 0.004 0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=15,426 sf 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 32HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Parking Lot Basin Inflow Area = 44,671 sf, 83.15% Impervious, Inflow Depth = 3.98" for 10-yr event Inflow = 4.55 cfs @ 12.08 hrs, Volume= 14,823 cf Outflow = 0.70 cfs @ 12.57 hrs, Volume= 14,823 cf, Atten= 85%, Lag= 29.0 min Discarded = 0.70 cfs @ 12.57 hrs, Volume= 14,823 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.68' @ 12.57 hrs Surf.Area= 3,664 sf Storage= 4,860 cf Plug-Flow detention time= 50.4 min calculated for 14,823 cf (100% of inflow) Center-of-Mass det. time= 50.4 min ( 833.8 - 783.4 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,126 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 1,600 280.0 0 0 1,600 4.00 3,397 318.0 2,443 2,443 3,433 5.00 3,791 427.0 3,592 6,035 9,906 6.00 5,100 446.0 4,429 10,464 11,296 6.50 5,549 452.0 2,661 13,126 11,780 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.70 cfs @ 12.57 hrs HW=4.68' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.70 cfs) Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 33HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Parking Lot Basin Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=44,671 sf Peak Elev=4.68' Storage=4,860 cf 4.55 cfs 0.70 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 34HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Subsurface System Inflow Area = 28,538 sf, 78.68% Impervious, Inflow Depth = 4.20" for 10-yr event Inflow = 3.00 cfs @ 12.08 hrs, Volume= 9,987 cf Outflow = 0.51 cfs @ 12.54 hrs, Volume= 9,987 cf, Atten= 83%, Lag= 27.6 min Discarded = 0.51 cfs @ 12.54 hrs, Volume= 9,987 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 6.23' @ 12.54 hrs Surf.Area= 2,380 sf Storage= 2,765 cf Plug-Flow detention time= 32.6 min calculated for 9,987 cf (100% of inflow) Center-of-Mass det. time= 32.6 min ( 806.7 - 774.1 ) Volume Invert Avail.Storage Storage Description #1A 4.90' 40 cf 28.34'W x 84.00'L x 2.83'H Field A 6,736 cf Overall - 6,637 cf Embedded = 99 cf x 40.0% Voids #2A 4.90' 5,144 cf Shea Dry Well 1000gal x 40 Inside #1 Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 40 Chambers in 5 Rows 5,184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.90'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.51 cfs @ 12.54 hrs HW=6.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.51 cfs) Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 35HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System - Chamber Wizard Field A Chamber Model = Shea Dry Well 1000gal (Shea Jumbo Rectagular Dry Well) Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 8 Chambers/Row x 10.50' Long = 84.00' Row Length 5 Rows x 68.0" Wide = 28.34' Base Width 34.0" Chamber Height = 2.83' Field Height 40 Chambers x 128.6 cf = 5,144.4 cf Chamber Storage 40 Chambers x 165.9 cf = 6,636.9 cf Displacement 6,735.8 cf Field - 6,636.9 cf Chambers = 98.9 cf Stone x 40.0% Voids = 39.6 cf Stone Storage Chamber Storage + Stone Storage = 5,184.0 cf = 0.119 af Overall Storage Efficiency = 77.0% Overall System Size = 84.00' x 28.34' x 2.83' 40 Chambers 249.5 cy Field 3.7 cy Stone Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 36HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=28,538 sf Peak Elev=6.23' Storage=2,765 cf 3.00 cfs 0.51 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 37HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Northern Depression Inflow Area = 25,422 sf, 0.00% Impervious, Inflow Depth = 0.12" for 10-yr event Inflow = 0.01 cfs @ 14.91 hrs, Volume= 252 cf Outflow = 0.01 cfs @ 14.92 hrs, Volume= 252 cf, Atten= 0%, Lag= 0.5 min Discarded = 0.01 cfs @ 14.92 hrs, Volume= 252 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.00' @ 14.92 hrs Surf.Area= 579 sf Storage= 1 cf Plug-Flow detention time= 1.3 min calculated for 252 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 1,066.6 - 1,065.3 ) Volume Invert Avail.Storage Storage Description #1 4.00' 5,954 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 4.00 576 166.0 0 0 576 5.00 4,986 406.0 2,419 2,419 11,504 5.50 9,386 500.0 3,535 5,954 18,285 Device Routing Invert Outlet Devices #1 Discarded 4.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @ 14.92 hrs HW=4.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 38HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 3P: Northern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=25,422 sf Peak Elev=4.00' Storage=1 cf 0.01 cfs0.01 cfs Type III 24-hr 10-yr Rainfall=4.89"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 39HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: Southern Depression Inflow Area = 5,564 sf, 0.00% Impervious, Inflow Depth = 0.18" for 10-yr event Inflow = 0.00 cfs @ 12.50 hrs, Volume= 83 cf Outflow = 0.00 cfs @ 12.51 hrs, Volume= 83 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.00 cfs @ 12.51 hrs, Volume= 83 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 8.50' @ 12.51 hrs Surf.Area= 1,096 sf Storage= 0 cf Plug-Flow detention time= 0.4 min calculated for 83 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 1,018.8 - 1,018.4 ) Volume Invert Avail.Storage Storage Description #1 8.50' 808 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 8.50 1,096 161.0 0 0 1,096 9.00 2,200 206.0 808 808 2,413 Device Routing Invert Outlet Devices #1 Discarded 8.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.51 hrs HW=8.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Pond 4P: Southern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=5,564 sf Peak Elev=8.50' Storage=0 cf 0.00 cfs0.00 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 40HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=845 sf 0.00% Impervious Runoff Depth=0.40"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 Runoff=0.00 cfs 28 cf Runoff Area=14,012 sf 0.00% Impervious Runoff Depth=0.35"Subcatchment 2S: 2S Flow Length=292' Tc=16.6 min CN=38 Runoff=0.03 cfs 413 cf Runoff Area=15,426 sf 0.00% Impervious Runoff Depth=0.26"Subcatchment 3S: 3S Flow Length=143' Tc=14.9 min CN=36 Runoff=0.02 cfs 337 cf Runoff Area=44,671 sf 83.15% Impervious Runoff Depth=4.92"Subcatchment 4S: 4S Tc=6.0 min CN=92 Runoff=5.56 cfs 18,323 cf Runoff Area=28,538 sf 78.68% Impervious Runoff Depth=5.15"Subcatchment 5S: 5S Tc=6.0 min CN=94 Runoff=3.64 cfs 12,243 cf Runoff Area=25,422 sf 0.00% Impervious Runoff Depth=0.31"Subcatchment 6S: 6S Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 Runoff=0.04 cfs 650 cf Runoff Area=5,564 sf 0.00% Impervious Runoff Depth=0.40"Subcatchment 7S: 7S Tc=6.0 min CN=39 Runoff=0.02 cfs 187 cf Inflow=0.00 cfs 28 cfReach DP1: RTE 28 Outflow=0.00 cfs 28 cf Inflow=0.03 cfs 413 cfReach DP2: EASTERN WETLANDS Outflow=0.03 cfs 413 cf Inflow=0.02 cfs 337 cfReach DP3: NORTHERN WETLANDS Outflow=0.02 cfs 337 cf Peak Elev=5.09' Storage=6,394 cf Inflow=5.56 cfs 18,323 cfPond 1P: Proposed Parking Lot Basin Outflow=0.75 cfs 18,323 cf Peak Elev=6.67' Storage=3,665 cf Inflow=3.64 cfs 12,243 cfPond 2P: Proposed Subsurface System Outflow=0.53 cfs 12,243 cf Peak Elev=4.01' Storage=3 cf Inflow=0.04 cfs 650 cfPond 3P: Northern Depression Outflow=0.04 cfs 650 cf Peak Elev=8.50' Storage=1 cf Inflow=0.02 cfs 187 cfPond 4P: Southern Depression Outflow=0.02 cfs 187 cf Total Runoff Area = 134,478 sf Runoff Volume = 32,182 cf Average Runoff Depth = 2.87" 55.68% Pervious = 74,881 sf 44.32% Impervious = 59,597 sf Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 41HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.00 cfs @ 12.36 hrs, Volume= 28 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 845 39 >75% Grass cover, Good, HSG A 845 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 12 0.0700 0.09 Sheet Flow, LAWN Grass: Bermuda n= 0.410 P2= 3.44" 2.3 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=845 sf Runoff Volume=28 cf Runoff Depth=0.40" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 0.00 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 42HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.03 cfs @ 12.55 hrs, Volume= 413 cf, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 8,775 39 >75% Grass cover, Good, HSG A 5,237 36 Woods, Fair, HSG A 14,012 38 Weighted Average 14,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 50 0.0200 0.07 Sheet Flow, 50 Grass: Bermuda n= 0.410 P2= 3.44" 3.5 172 0.0140 0.83 Shallow Concentrated Flow, LAWN Short Grass Pasture Kv= 7.0 fps 1.0 70 0.0500 1.12 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.6 292 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=14,012 sf Runoff Volume=413 cf Runoff Depth=0.35" Flow Length=292' Tc=16.6 min CN=38 0.03 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 43HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.02 cfs @ 12.59 hrs, Volume= 337 cf, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 14,676 36 Woods, Fair, HSG A 750 39 >75% Grass cover, Good, HSG A 15,426 36 Weighted Average 15,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 2.2 93 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 14.9 143 Total Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=15,426 sf Runoff Volume=337 cf Runoff Depth=0.26" Flow Length=143' Tc=14.9 min CN=36 0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 44HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 5.56 cfs @ 12.08 hrs, Volume= 18,323 cf, Depth= 4.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 7,529 61 >75% Grass cover, Good, HSG B 37,142 98 Paved parking, HSG A 44,671 92 Weighted Average 7,529 16.85% Pervious Area 37,142 83.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=44,671 sf Runoff Volume=18,323 cf Runoff Depth=4.92" Tc=6.0 min CN=92 5.56 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 45HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: 5S Runoff = 3.64 cfs @ 12.08 hrs, Volume= 12,243 cf, Depth= 5.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description * 6,083 79 >75% Grass cover, Good, HSG B 12,464 98 Paved parking, HSG A 9,991 98 Roofs, HSG A 28,538 94 Weighted Average 6,083 21.32% Pervious Area 22,455 78.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: 5S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=28,538 sf Runoff Volume=12,243 cf Runoff Depth=5.15" Tc=6.0 min CN=94 3.64 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 46HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: 6S Runoff = 0.04 cfs @ 12.58 hrs, Volume= 650 cf, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 16,610 36 Woods, Fair, HSG A 8,812 39 >75% Grass cover, Good, HSG A 25,422 37 Weighted Average 25,422 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.44" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.5 350 Total Subcatchment 6S: 6S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=25,422 sf Runoff Volume=650 cf Runoff Depth=0.31" Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 0.04 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 47HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: 7S Runoff = 0.02 cfs @ 12.36 hrs, Volume= 187 cf, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=5.85" Area (sf) CN Description 5,564 39 >75% Grass cover, Good, HSG A 5,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: 7S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-yr Rainfall=5.85" Runoff Area=5,564 sf Runoff Volume=187 cf Runoff Depth=0.40" Tc=6.0 min CN=39 0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 48HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 845 sf, 0.00% Impervious, Inflow Depth = 0.40" for 25-yr event Inflow = 0.00 cfs @ 12.36 hrs, Volume= 28 cf Outflow = 0.00 cfs @ 12.36 hrs, Volume= 28 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=845 sf 0.00 cfs0.00 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 49HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 14,012 sf, 0.00% Impervious, Inflow Depth = 0.35" for 25-yr event Inflow = 0.03 cfs @ 12.55 hrs, Volume= 413 cf Outflow = 0.03 cfs @ 12.55 hrs, Volume= 413 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=14,012 sf 0.03 cfs0.03 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 50HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,426 sf, 0.00% Impervious, Inflow Depth = 0.26" for 25-yr event Inflow = 0.02 cfs @ 12.59 hrs, Volume= 337 cf Outflow = 0.02 cfs @ 12.59 hrs, Volume= 337 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=15,426 sf 0.02 cfs0.02 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 51HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Parking Lot Basin Inflow Area = 44,671 sf, 83.15% Impervious, Inflow Depth = 4.92" for 25-yr event Inflow = 5.56 cfs @ 12.08 hrs, Volume= 18,323 cf Outflow = 0.75 cfs @ 12.60 hrs, Volume= 18,323 cf, Atten= 87%, Lag= 31.2 min Discarded = 0.75 cfs @ 12.60 hrs, Volume= 18,323 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 5.09' @ 12.60 hrs Surf.Area= 3,905 sf Storage= 6,394 cf Plug-Flow detention time= 65.8 min calculated for 18,320 cf (100% of inflow) Center-of-Mass det. time= 65.8 min ( 843.7 - 777.9 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,126 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 1,600 280.0 0 0 1,600 4.00 3,397 318.0 2,443 2,443 3,433 5.00 3,791 427.0 3,592 6,035 9,906 6.00 5,100 446.0 4,429 10,464 11,296 6.50 5,549 452.0 2,661 13,126 11,780 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.75 cfs @ 12.60 hrs HW=5.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.75 cfs) Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 52HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Parking Lot Basin Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=44,671 sf Peak Elev=5.09' Storage=6,394 cf 5.56 cfs 0.75 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 53HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Subsurface System Inflow Area = 28,538 sf, 78.68% Impervious, Inflow Depth = 5.15" for 25-yr event Inflow = 3.64 cfs @ 12.08 hrs, Volume= 12,243 cf Outflow = 0.53 cfs @ 12.58 hrs, Volume= 12,243 cf, Atten= 85%, Lag= 29.6 min Discarded = 0.53 cfs @ 12.58 hrs, Volume= 12,243 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 6.67' @ 12.58 hrs Surf.Area= 2,380 sf Storage= 3,665 cf Plug-Flow detention time= 44.2 min calculated for 12,241 cf (100% of inflow) Center-of-Mass det. time= 44.2 min ( 813.4 - 769.2 ) Volume Invert Avail.Storage Storage Description #1A 4.90' 40 cf 28.34'W x 84.00'L x 2.83'H Field A 6,736 cf Overall - 6,637 cf Embedded = 99 cf x 40.0% Voids #2A 4.90' 5,144 cf Shea Dry Well 1000gal x 40 Inside #1 Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 40 Chambers in 5 Rows 5,184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.90'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.53 cfs @ 12.58 hrs HW=6.67' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.53 cfs) Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 54HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System - Chamber Wizard Field A Chamber Model = Shea Dry Well 1000gal (Shea Jumbo Rectagular Dry Well) Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 8 Chambers/Row x 10.50' Long = 84.00' Row Length 5 Rows x 68.0" Wide = 28.34' Base Width 34.0" Chamber Height = 2.83' Field Height 40 Chambers x 128.6 cf = 5,144.4 cf Chamber Storage 40 Chambers x 165.9 cf = 6,636.9 cf Displacement 6,735.8 cf Field - 6,636.9 cf Chambers = 98.9 cf Stone x 40.0% Voids = 39.6 cf Stone Storage Chamber Storage + Stone Storage = 5,184.0 cf = 0.119 af Overall Storage Efficiency = 77.0% Overall System Size = 84.00' x 28.34' x 2.83' 40 Chambers 249.5 cy Field 3.7 cy Stone Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 55HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=28,538 sf Peak Elev=6.67' Storage=3,665 cf 3.64 cfs 0.53 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 56HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Northern Depression Inflow Area = 25,422 sf, 0.00% Impervious, Inflow Depth = 0.31" for 25-yr event Inflow = 0.04 cfs @ 12.58 hrs, Volume= 650 cf Outflow = 0.04 cfs @ 12.61 hrs, Volume= 650 cf, Atten= 1%, Lag= 1.7 min Discarded = 0.04 cfs @ 12.61 hrs, Volume= 650 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.01' @ 12.61 hrs Surf.Area= 588 sf Storage= 3 cf Plug-Flow detention time= 1.3 min calculated for 650 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 999.3 - 998.0 ) Volume Invert Avail.Storage Storage Description #1 4.00' 5,954 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 4.00 576 166.0 0 0 576 5.00 4,986 406.0 2,419 2,419 11,504 5.50 9,386 500.0 3,535 5,954 18,285 Device Routing Invert Outlet Devices #1 Discarded 4.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.11 cfs @ 12.61 hrs HW=4.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 57HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 3P: Northern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=25,422 sf Peak Elev=4.01' Storage=3 cf 0.04 cfs0.04 cfs Type III 24-hr 25-yr Rainfall=5.85"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 58HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: Southern Depression Inflow Area = 5,564 sf, 0.00% Impervious, Inflow Depth = 0.40" for 25-yr event Inflow = 0.02 cfs @ 12.36 hrs, Volume= 187 cf Outflow = 0.02 cfs @ 12.37 hrs, Volume= 187 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.02 cfs @ 12.37 hrs, Volume= 187 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 8.50' @ 12.37 hrs Surf.Area= 1,097 sf Storage= 1 cf Plug-Flow detention time= 0.4 min calculated for 187 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 965.7 - 965.3 ) Volume Invert Avail.Storage Storage Description #1 8.50' 808 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 8.50 1,096 161.0 0 0 1,096 9.00 2,200 206.0 808 808 2,413 Device Routing Invert Outlet Devices #1 Discarded 8.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.37 hrs HW=8.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Pond 4P: Southern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=5,564 sf Peak Elev=8.50' Storage=1 cf 0.02 cfs0.02 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 59HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=845 sf 0.00% Impervious Runoff Depth=0.62"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 Runoff=0.01 cfs 44 cf Runoff Area=14,012 sf 0.00% Impervious Runoff Depth=0.56"Subcatchment 2S: 2S Flow Length=292' Tc=16.6 min CN=38 Runoff=0.07 cfs 651 cf Runoff Area=15,426 sf 0.00% Impervious Runoff Depth=0.44"Subcatchment 3S: 3S Flow Length=143' Tc=14.9 min CN=36 Runoff=0.05 cfs 562 cf Runoff Area=44,671 sf 83.15% Impervious Runoff Depth=5.63"Subcatchment 4S: 4S Tc=6.0 min CN=92 Runoff=6.31 cfs 20,960 cf Runoff Area=28,538 sf 78.68% Impervious Runoff Depth=5.86"Subcatchment 5S: 5S Tc=6.0 min CN=94 Runoff=4.11 cfs 13,940 cf Runoff Area=25,422 sf 0.00% Impervious Runoff Depth=0.50"Subcatchment 6S: 6S Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 Runoff=0.10 cfs 1,051 cf Runoff Area=5,564 sf 0.00% Impervious Runoff Depth=0.62"Subcatchment 7S: 7S Tc=6.0 min CN=39 Runoff=0.04 cfs 288 cf Inflow=0.01 cfs 44 cfReach DP1: RTE 28 Outflow=0.01 cfs 44 cf Inflow=0.07 cfs 651 cfReach DP2: EASTERN WETLANDS Outflow=0.07 cfs 651 cf Inflow=0.05 cfs 562 cfReach DP3: NORTHERN WETLANDS Outflow=0.05 cfs 562 cf Peak Elev=5.38' Storage=7,548 cf Inflow=6.31 cfs 20,960 cfPond 1P: Proposed Parking Lot Basin Outflow=0.82 cfs 20,960 cf Peak Elev=7.00' Storage=4,353 cf Inflow=4.11 cfs 13,940 cfPond 2P: Proposed Subsurface System Outflow=0.55 cfs 13,940 cf Peak Elev=4.01' Storage=8 cf Inflow=0.10 cfs 1,051 cfPond 3P: Northern Depression Outflow=0.10 cfs 1,051 cf Peak Elev=8.50' Storage=1 cf Inflow=0.04 cfs 288 cfPond 4P: Southern Depression Outflow=0.04 cfs 288 cf Total Runoff Area = 134,478 sf Runoff Volume = 37,495 cf Average Runoff Depth = 3.35" 55.68% Pervious = 74,881 sf 44.32% Impervious = 59,597 sf Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 60HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.01 cfs @ 12.29 hrs, Volume= 44 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 845 39 >75% Grass cover, Good, HSG A 845 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 12 0.0700 0.09 Sheet Flow, LAWN Grass: Bermuda n= 0.410 P2= 3.44" 2.3 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=845 sf Runoff Volume=44 cf Runoff Depth=0.62" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 0.01 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 61HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.07 cfs @ 12.48 hrs, Volume= 651 cf, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 8,775 39 >75% Grass cover, Good, HSG A 5,237 36 Woods, Fair, HSG A 14,012 38 Weighted Average 14,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 50 0.0200 0.07 Sheet Flow, 50 Grass: Bermuda n= 0.410 P2= 3.44" 3.5 172 0.0140 0.83 Shallow Concentrated Flow, LAWN Short Grass Pasture Kv= 7.0 fps 1.0 70 0.0500 1.12 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.6 292 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=14,012 sf Runoff Volume=651 cf Runoff Depth=0.56" Flow Length=292' Tc=16.6 min CN=38 0.07 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 62HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.05 cfs @ 12.50 hrs, Volume= 562 cf, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 14,676 36 Woods, Fair, HSG A 750 39 >75% Grass cover, Good, HSG A 15,426 36 Weighted Average 15,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 2.2 93 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 14.9 143 Total Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=15,426 sf Runoff Volume=562 cf Runoff Depth=0.44" Flow Length=143' Tc=14.9 min CN=36 0.05 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 63HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 6.31 cfs @ 12.08 hrs, Volume= 20,960 cf, Depth= 5.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 7,529 61 >75% Grass cover, Good, HSG B 37,142 98 Paved parking, HSG A 44,671 92 Weighted Average 7,529 16.85% Pervious Area 37,142 83.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=44,671 sf Runoff Volume=20,960 cf Runoff Depth=5.63" Tc=6.0 min CN=92 6.31 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 64HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: 5S Runoff = 4.11 cfs @ 12.08 hrs, Volume= 13,940 cf, Depth= 5.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description * 6,083 79 >75% Grass cover, Good, HSG B 12,464 98 Paved parking, HSG A 9,991 98 Roofs, HSG A 28,538 94 Weighted Average 6,083 21.32% Pervious Area 22,455 78.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: 5S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=28,538 sf Runoff Volume=13,940 cf Runoff Depth=5.86" Tc=6.0 min CN=94 4.11 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 65HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: 6S Runoff = 0.10 cfs @ 12.51 hrs, Volume= 1,051 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 16,610 36 Woods, Fair, HSG A 8,812 39 >75% Grass cover, Good, HSG A 25,422 37 Weighted Average 25,422 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.44" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.5 350 Total Subcatchment 6S: 6S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=25,422 sf Runoff Volume=1,051 cf Runoff Depth=0.50" Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 0.10 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 66HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: 7S Runoff = 0.04 cfs @ 12.29 hrs, Volume= 288 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 50-yr Rainfall=6.57" Area (sf) CN Description 5,564 39 >75% Grass cover, Good, HSG A 5,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: 7S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 50-yr Rainfall=6.57" Runoff Area=5,564 sf Runoff Volume=288 cf Runoff Depth=0.62" Tc=6.0 min CN=39 0.04 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 67HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 845 sf, 0.00% Impervious, Inflow Depth = 0.62" for 50-yr event Inflow = 0.01 cfs @ 12.29 hrs, Volume= 44 cf Outflow = 0.01 cfs @ 12.29 hrs, Volume= 44 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=845 sf 0.01 cfs0.01 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 68HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 14,012 sf, 0.00% Impervious, Inflow Depth = 0.56" for 50-yr event Inflow = 0.07 cfs @ 12.48 hrs, Volume= 651 cf Outflow = 0.07 cfs @ 12.48 hrs, Volume= 651 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=14,012 sf 0.07 cfs0.07 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 69HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,426 sf, 0.00% Impervious, Inflow Depth = 0.44" for 50-yr event Inflow = 0.05 cfs @ 12.50 hrs, Volume= 562 cf Outflow = 0.05 cfs @ 12.50 hrs, Volume= 562 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=15,426 sf 0.05 cfs0.05 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 70HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Parking Lot Basin Inflow Area = 44,671 sf, 83.15% Impervious, Inflow Depth = 5.63" for 50-yr event Inflow = 6.31 cfs @ 12.08 hrs, Volume= 20,960 cf Outflow = 0.82 cfs @ 12.62 hrs, Volume= 20,960 cf, Atten= 87%, Lag= 32.1 min Discarded = 0.82 cfs @ 12.62 hrs, Volume= 20,960 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 5.38' @ 12.62 hrs Surf.Area= 4,261 sf Storage= 7,548 cf Plug-Flow detention time= 75.7 min calculated for 20,957 cf (100% of inflow) Center-of-Mass det. time= 75.7 min ( 850.2 - 774.5 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,126 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 1,600 280.0 0 0 1,600 4.00 3,397 318.0 2,443 2,443 3,433 5.00 3,791 427.0 3,592 6,035 9,906 6.00 5,100 446.0 4,429 10,464 11,296 6.50 5,549 452.0 2,661 13,126 11,780 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.82 cfs @ 12.62 hrs HW=5.38' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.82 cfs) Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 71HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Parking Lot Basin Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=44,671 sf Peak Elev=5.38' Storage=7,548 cf 6.31 cfs 0.82 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 72HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Subsurface System Inflow Area = 28,538 sf, 78.68% Impervious, Inflow Depth = 5.86" for 50-yr event Inflow = 4.11 cfs @ 12.08 hrs, Volume= 13,940 cf Outflow = 0.55 cfs @ 12.60 hrs, Volume= 13,940 cf, Atten= 87%, Lag= 31.3 min Discarded = 0.55 cfs @ 12.60 hrs, Volume= 13,940 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 7.00' @ 12.60 hrs Surf.Area= 2,380 sf Storage= 4,353 cf Plug-Flow detention time= 53.1 min calculated for 13,938 cf (100% of inflow) Center-of-Mass det. time= 53.1 min ( 819.3 - 766.2 ) Volume Invert Avail.Storage Storage Description #1A 4.90' 40 cf 28.34'W x 84.00'L x 2.83'H Field A 6,736 cf Overall - 6,637 cf Embedded = 99 cf x 40.0% Voids #2A 4.90' 5,144 cf Shea Dry Well 1000gal x 40 Inside #1 Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 40 Chambers in 5 Rows 5,184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.90'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.55 cfs @ 12.60 hrs HW=7.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.55 cfs) Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 73HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System - Chamber Wizard Field A Chamber Model = Shea Dry Well 1000gal (Shea Jumbo Rectagular Dry Well) Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 8 Chambers/Row x 10.50' Long = 84.00' Row Length 5 Rows x 68.0" Wide = 28.34' Base Width 34.0" Chamber Height = 2.83' Field Height 40 Chambers x 128.6 cf = 5,144.4 cf Chamber Storage 40 Chambers x 165.9 cf = 6,636.9 cf Displacement 6,735.8 cf Field - 6,636.9 cf Chambers = 98.9 cf Stone x 40.0% Voids = 39.6 cf Stone Storage Chamber Storage + Stone Storage = 5,184.0 cf = 0.119 af Overall Storage Efficiency = 77.0% Overall System Size = 84.00' x 28.34' x 2.83' 40 Chambers 249.5 cy Field 3.7 cy Stone Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 74HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=28,538 sf Peak Elev=7.00' Storage=4,353 cf 4.11 cfs 0.55 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 75HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Northern Depression Inflow Area = 25,422 sf, 0.00% Impervious, Inflow Depth = 0.50" for 50-yr event Inflow = 0.10 cfs @ 12.51 hrs, Volume= 1,051 cf Outflow = 0.10 cfs @ 12.54 hrs, Volume= 1,051 cf, Atten= 0%, Lag= 1.5 min Discarded = 0.10 cfs @ 12.54 hrs, Volume= 1,051 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.01' @ 12.54 hrs Surf.Area= 605 sf Storage= 8 cf Plug-Flow detention time= 1.3 min calculated for 1,051 cf (100% of inflow) Center-of-Mass det. time= 1.3 min ( 970.2 - 968.9 ) Volume Invert Avail.Storage Storage Description #1 4.00' 5,954 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 4.00 576 166.0 0 0 576 5.00 4,986 406.0 2,419 2,419 11,504 5.50 9,386 500.0 3,535 5,954 18,285 Device Routing Invert Outlet Devices #1 Discarded 4.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 12.54 hrs HW=4.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 76HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 3P: Northern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=25,422 sf Peak Elev=4.01' Storage=8 cf 0.10 cfs0.10 cfs Type III 24-hr 50-yr Rainfall=6.57"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 77HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: Southern Depression Inflow Area = 5,564 sf, 0.00% Impervious, Inflow Depth = 0.62" for 50-yr event Inflow = 0.04 cfs @ 12.29 hrs, Volume= 288 cf Outflow = 0.04 cfs @ 12.30 hrs, Volume= 288 cf, Atten= 0%, Lag= 0.4 min Discarded = 0.04 cfs @ 12.30 hrs, Volume= 288 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 8.50' @ 12.30 hrs Surf.Area= 1,098 sf Storage= 1 cf Plug-Flow detention time= 0.4 min calculated for 288 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 941.9 - 941.5 ) Volume Invert Avail.Storage Storage Description #1 8.50' 808 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 8.50 1,096 161.0 0 0 1,096 9.00 2,200 206.0 808 808 2,413 Device Routing Invert Outlet Devices #1 Discarded 8.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.30 hrs HW=8.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Pond 4P: Southern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=5,564 sf Peak Elev=8.50' Storage=1 cf 0.04 cfs0.04 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 78HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=845 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment 1S: 1S Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 Runoff=0.01 cfs 62 cf Runoff Area=14,012 sf 0.00% Impervious Runoff Depth=0.81"Subcatchment 2S: 2S Flow Length=292' Tc=16.6 min CN=38 Runoff=0.12 cfs 943 cf Runoff Area=15,426 sf 0.00% Impervious Runoff Depth=0.66"Subcatchment 3S: 3S Flow Length=143' Tc=14.9 min CN=36 Runoff=0.10 cfs 846 cf Runoff Area=44,671 sf 83.15% Impervious Runoff Depth=6.37"Subcatchment 4S: 4S Tc=6.0 min CN=92 Runoff=7.09 cfs 23,716 cf Runoff Area=28,538 sf 78.68% Impervious Runoff Depth=6.61"Subcatchment 5S: 5S Tc=6.0 min CN=94 Runoff=4.61 cfs 15,710 cf Runoff Area=25,422 sf 0.00% Impervious Runoff Depth=0.73"Subcatchment 6S: 6S Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 Runoff=0.18 cfs 1,550 cf Runoff Area=5,564 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment 7S: 7S Tc=6.0 min CN=39 Runoff=0.07 cfs 411 cf Inflow=0.01 cfs 62 cfReach DP1: RTE 28 Outflow=0.01 cfs 62 cf Inflow=0.12 cfs 943 cfReach DP2: EASTERN WETLANDS Outflow=0.12 cfs 943 cf Inflow=0.10 cfs 846 cfReach DP3: NORTHERN WETLANDS Outflow=0.10 cfs 846 cf Peak Elev=5.65' Storage=8,765 cf Inflow=7.09 cfs 23,716 cfPond 1P: Proposed Parking Lot Basin Outflow=0.88 cfs 23,716 cf Peak Elev=7.36' Storage=5,091 cf Inflow=4.61 cfs 15,710 cfPond 2P: Proposed Subsurface System Outflow=0.56 cfs 15,710 cf Peak Elev=4.08' Storage=55 cf Inflow=0.18 cfs 1,550 cfPond 3P: Northern Depression Outflow=0.15 cfs 1,550 cf Peak Elev=8.50' Storage=2 cf Inflow=0.07 cfs 411 cfPond 4P: Southern Depression Outflow=0.07 cfs 411 cf Total Runoff Area = 134,478 sf Runoff Volume = 43,239 cf Average Runoff Depth = 3.86" 55.68% Pervious = 74,881 sf 44.32% Impervious = 59,597 sf Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 79HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1S Runoff = 0.01 cfs @ 12.13 hrs, Volume= 62 cf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 845 39 >75% Grass cover, Good, HSG A 845 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 12 0.0700 0.09 Sheet Flow, LAWN Grass: Bermuda n= 0.410 P2= 3.44" 2.3 12 Total, Increased to minimum Tc = 6.0 min Subcatchment 1S: 1S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=845 sf Runoff Volume=62 cf Runoff Depth=0.89" Flow Length=12' Slope=0.0700 '/' Tc=6.0 min CN=39 0.01 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 80HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2S Runoff = 0.12 cfs @ 12.41 hrs, Volume= 943 cf, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 8,775 39 >75% Grass cover, Good, HSG A 5,237 36 Woods, Fair, HSG A 14,012 38 Weighted Average 14,012 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 50 0.0200 0.07 Sheet Flow, 50 Grass: Bermuda n= 0.410 P2= 3.44" 3.5 172 0.0140 0.83 Shallow Concentrated Flow, LAWN Short Grass Pasture Kv= 7.0 fps 1.0 70 0.0500 1.12 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 16.6 292 Total Subcatchment 2S: 2S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=14,012 sf Runoff Volume=943 cf Runoff Depth=0.81" Flow Length=292' Tc=16.6 min CN=38 0.12 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 81HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3S Runoff = 0.10 cfs @ 12.44 hrs, Volume= 846 cf, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 14,676 36 Woods, Fair, HSG A 750 39 >75% Grass cover, Good, HSG A 15,426 36 Weighted Average 15,426 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0170 0.07 Sheet Flow, 50 Woods: Light underbrush n= 0.400 P2= 3.44" 2.2 93 0.0200 0.71 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 14.9 143 Total Subcatchment 3S: 3S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=15,426 sf Runoff Volume=846 cf Runoff Depth=0.66" Flow Length=143' Tc=14.9 min CN=36 0.10 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 82HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: 4S Runoff = 7.09 cfs @ 12.08 hrs, Volume= 23,716 cf, Depth= 6.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 7,529 61 >75% Grass cover, Good, HSG B 37,142 98 Paved parking, HSG A 44,671 92 Weighted Average 7,529 16.85% Pervious Area 37,142 83.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: 4S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=44,671 sf Runoff Volume=23,716 cf Runoff Depth=6.37" Tc=6.0 min CN=92 7.09 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 83HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: 5S Runoff = 4.61 cfs @ 12.08 hrs, Volume= 15,710 cf, Depth= 6.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description * 6,083 79 >75% Grass cover, Good, HSG B 12,464 98 Paved parking, HSG A 9,991 98 Roofs, HSG A 28,538 94 Weighted Average 6,083 21.32% Pervious Area 22,455 78.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: 5S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=28,538 sf Runoff Volume=15,710 cf Runoff Depth=6.61" Tc=6.0 min CN=94 4.61 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 84HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: 6S Runoff = 0.18 cfs @ 12.46 hrs, Volume= 1,550 cf, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 16,610 36 Woods, Fair, HSG A 8,812 39 >75% Grass cover, Good, HSG A 25,422 37 Weighted Average 25,422 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 50 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 3.44" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.5 350 Total Subcatchment 6S: 6S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=25,422 sf Runoff Volume=1,550 cf Runoff Depth=0.73" Flow Length=350' Slope=0.0100 '/' Tc=17.5 min CN=37 0.18 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 85HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: 7S Runoff = 0.07 cfs @ 12.13 hrs, Volume= 411 cf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=7.32" Area (sf) CN Description 5,564 39 >75% Grass cover, Good, HSG A 5,564 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: 7S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-yr Rainfall=7.32" Runoff Area=5,564 sf Runoff Volume=411 cf Runoff Depth=0.89" Tc=6.0 min CN=39 0.07 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 86HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP1: RTE 28 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 845 sf, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 0.01 cfs @ 12.13 hrs, Volume= 62 cf Outflow = 0.01 cfs @ 12.13 hrs, Volume= 62 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP1: RTE 28 Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=845 sf 0.01 cfs0.01 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 87HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP2: EASTERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 14,012 sf, 0.00% Impervious, Inflow Depth = 0.81" for 100-yr event Inflow = 0.12 cfs @ 12.41 hrs, Volume= 943 cf Outflow = 0.12 cfs @ 12.41 hrs, Volume= 943 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP2: EASTERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=14,012 sf 0.12 cfs0.12 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 88HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Reach DP3: NORTHERN WETLANDS [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 15,426 sf, 0.00% Impervious, Inflow Depth = 0.66" for 100-yr event Inflow = 0.10 cfs @ 12.44 hrs, Volume= 846 cf Outflow = 0.10 cfs @ 12.44 hrs, Volume= 846 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Reach DP3: NORTHERN WETLANDS Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=15,426 sf 0.10 cfs0.10 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 89HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 1P: Proposed Parking Lot Basin Inflow Area = 44,671 sf, 83.15% Impervious, Inflow Depth = 6.37" for 100-yr event Inflow = 7.09 cfs @ 12.08 hrs, Volume= 23,716 cf Outflow = 0.88 cfs @ 12.64 hrs, Volume= 23,716 cf, Atten= 88%, Lag= 33.1 min Discarded = 0.88 cfs @ 12.64 hrs, Volume= 23,716 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 5.65' @ 12.64 hrs Surf.Area= 4,620 sf Storage= 8,765 cf Plug-Flow detention time= 84.8 min calculated for 23,716 cf (100% of inflow) Center-of-Mass det. time= 84.8 min ( 856.3 - 771.5 ) Volume Invert Avail.Storage Storage Description #1 3.00' 13,126 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 3.00 1,600 280.0 0 0 1,600 4.00 3,397 318.0 2,443 2,443 3,433 5.00 3,791 427.0 3,592 6,035 9,906 6.00 5,100 446.0 4,429 10,464 11,296 6.50 5,549 452.0 2,661 13,126 11,780 Device Routing Invert Outlet Devices #1 Discarded 3.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.88 cfs @ 12.64 hrs HW=5.65' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.88 cfs) Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 90HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 1P: Proposed Parking Lot Basin Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=44,671 sf Peak Elev=5.65' Storage=8,765 cf 7.09 cfs 0.88 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 91HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Proposed Subsurface System Inflow Area = 28,538 sf, 78.68% Impervious, Inflow Depth = 6.61" for 100-yr event Inflow = 4.61 cfs @ 12.08 hrs, Volume= 15,710 cf Outflow = 0.56 cfs @ 12.65 hrs, Volume= 15,710 cf, Atten= 88%, Lag= 33.7 min Discarded = 0.56 cfs @ 12.65 hrs, Volume= 15,710 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 7.36' @ 12.65 hrs Surf.Area= 2,380 sf Storage= 5,091 cf Plug-Flow detention time= 62.6 min calculated for 15,710 cf (100% of inflow) Center-of-Mass det. time= 62.6 min ( 826.1 - 763.5 ) Volume Invert Avail.Storage Storage Description #1A 4.90' 40 cf 28.34'W x 84.00'L x 2.83'H Field A 6,736 cf Overall - 6,637 cf Embedded = 99 cf x 40.0% Voids #2A 4.90' 5,144 cf Shea Dry Well 1000gal x 40 Inside #1 Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 40 Chambers in 5 Rows 5,184 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.90'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.56 cfs @ 12.65 hrs HW=7.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.56 cfs) Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 92HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System - Chamber Wizard Field A Chamber Model = Shea Dry Well 1000gal (Shea Jumbo Rectagular Dry Well) Inside= 62.0"W x 30.0"H => 12.86 sf x 10.00'L = 128.6 cf Outside= 68.0"W x 34.0"H => 15.80 sf x 10.50'L = 165.9 cf 8 Chambers/Row x 10.50' Long = 84.00' Row Length 5 Rows x 68.0" Wide = 28.34' Base Width 34.0" Chamber Height = 2.83' Field Height 40 Chambers x 128.6 cf = 5,144.4 cf Chamber Storage 40 Chambers x 165.9 cf = 6,636.9 cf Displacement 6,735.8 cf Field - 6,636.9 cf Chambers = 98.9 cf Stone x 40.0% Voids = 39.6 cf Stone Storage Chamber Storage + Stone Storage = 5,184.0 cf = 0.119 af Overall Storage Efficiency = 77.0% Overall System Size = 84.00' x 28.34' x 2.83' 40 Chambers 249.5 cy Field 3.7 cy Stone Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 93HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 2P: Proposed Subsurface System Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=28,538 sf Peak Elev=7.36' Storage=5,091 cf 4.61 cfs 0.56 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 94HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 3P: Northern Depression Inflow Area = 25,422 sf, 0.00% Impervious, Inflow Depth = 0.73" for 100-yr event Inflow = 0.18 cfs @ 12.46 hrs, Volume= 1,550 cf Outflow = 0.15 cfs @ 12.64 hrs, Volume= 1,550 cf, Atten= 20%, Lag= 10.6 min Discarded = 0.15 cfs @ 12.64 hrs, Volume= 1,550 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 4.08' @ 12.64 hrs Surf.Area= 775 sf Storage= 55 cf Plug-Flow detention time= 2.0 min calculated for 1,550 cf (100% of inflow) Center-of-Mass det. time= 2.0 min ( 950.1 - 948.1 ) Volume Invert Avail.Storage Storage Description #1 4.00' 5,954 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 4.00 576 166.0 0 0 576 5.00 4,986 406.0 2,419 2,419 11,504 5.50 9,386 500.0 3,535 5,954 18,285 Device Routing Invert Outlet Devices #1 Discarded 4.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.15 cfs @ 12.64 hrs HW=4.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.15 cfs) Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 95HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Pond 3P: Northern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=25,422 sf Peak Elev=4.08' Storage=55 cf 0.18 cfs 0.15 cfs Type III 24-hr 100-yr Rainfall=7.32"3376.00-POST Printed 7/1/2024Prepared by {enter your company name here} Page 96HydroCAD® 10.00-25 s/n 00480 © 2019 HydroCAD Software Solutions LLC Summary for Pond 4P: Southern Depression Inflow Area = 5,564 sf, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 0.07 cfs @ 12.13 hrs, Volume= 411 cf Outflow = 0.07 cfs @ 12.14 hrs, Volume= 411 cf, Atten= 0%, Lag= 0.5 min Discarded = 0.07 cfs @ 12.14 hrs, Volume= 411 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 8.50' @ 12.14 hrs Surf.Area= 1,099 sf Storage= 2 cf Plug-Flow detention time= 0.4 min calculated for 411 cf (100% of inflow) Center-of-Mass det. time= 0.4 min ( 924.4 - 924.0 ) Volume Invert Avail.Storage Storage Description #1 8.50' 808 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 8.50 1,096 161.0 0 0 1,096 9.00 2,200 206.0 808 808 2,413 Device Routing Invert Outlet Devices #1 Discarded 8.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.14 hrs HW=8.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) Pond 4P: Southern Depression Inflow Discarded Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,564 sf Peak Elev=8.50' Storage=2 cf 0.07 cfs0.07 cfs APPENDIX C Pre- and Post-Development Watershed Plans BENCHMARK:MAG NAIL IN UTILITY POLE (#37/130)ELEV. = 9.96'(NAVD88)DP2DP3DP11S3S2S4S1P3SDPE BENCHMARK:MAG NAIL IN UTILITY POLE (#37/130)ELEV. = 9.96'(NAVD88)SALESF&ISALESSALESMANAGERSSERVICEADVISORSSERVICEMANAGERINTERNETSALESGMPARTSSHOWROOMSHAREDLOUNGESERVICETECH PARTSRETAIL PARTSBREAKROOMTOOLS & TIREEQUIPMENTIT /COPY/KEYSFLUIDSPARTSRECEIVINGEV CHARGERE.V. CHARGINGDOCKSERVICE DRIVE/ NVDFN-6FN-6FN-6FN-39F-17AFN-2FN-2FN-2FN-2FN-5FN-6FN-6F-15FN-6FN-6FN-5FN-26F-15C.1G-1FN-5FN-6FN-6FN-26F-15C.1G-1FN-26FN-5FN-6FN-6F-15C.1G-1F-27FN-5FN-5FN-5G-1F-32ABOVEFN-6FN-6FN-5FN-26F-15C.1G-1FN-6FN-6FN-26FN-5F-15C.1FN-33F-22F-35FN-1FN-1FN-1FN-1FN-3F-7FN-1FN-1F-7FN-3F-11AHOSPITALITYBARSMCTVFN-33G-8G-4G-3FN-6FN-6FN-5FN-26F-15C.1G-1FN-33FN-33F-13A.1F-13BF-29F-2012345678F-12SMCSMCALIGNMENTF-9A.1F-21F-17AFN-2FN-2FN-2FN-2F-35F-19 ABOVE8'-10 1/2"8'-10 1/2"8'-10 1/2"ELECT.1S2P1P5S4S2S6S3S3P7S4P3SDPE2PDP1DP2DP3 APPENDIX D Miscellaneous Calculations Design Engineer:Job No.:3376.00 Project Name:Calc'd By:AJD Location:Revised Date:6/21/2024 BMP Removal Rate Starting TSS Load TSS Removed Remaining Load Catch Basin (Pretreatment) 25% 100% 25% 75% First Defense FD-4HC (Pretreatment)50% 75% 38% 38% Sub-Surface Infiltration System or Infiltration Basin 80% 38% 30% 8% Total Removed 93% BMP Removal Rate Starting TSS Load TSS Removed Remaining Load Catch Basin (Pretreatment) 25% 100% 25% 75% First Defense FD-4HC (Pretreatment)50% 75% 38% 38% Total Removed 63% TSS REMOVAL CALCULATION SHEET Atlantic Design Engineers, Inc Cape and Islands Nissan 770 Route 28, Yarmouth MA Removal Rate Prior to Infiltration Basins Tc = 6 min (.1 hr) qu = 774 (csm/in) ‐ From Figure 4, 1" WQV=1.0 inches Unit Pavement  Area (SF) Pavement Area "A" (SQ  Miles) Q1 (cfs) (see formula  above) Q (Design, 100 yr‐storm)(cfs) (see  HydroCAD Calcs) FDU‐1 37,142 0.0013 1.03 7.09 FDU‐2 12,464 0.0004 0.35 4.61 WQV Rate Calculations Maximum Q (design), 100 year design storm for 37,142 SQ FT of pavement is = 7.09 cfs Design Engineer: Peak flow Rate (Q) Provided by First Defense FD4HC = 18 CFS (See First Defense Brochure) The following flow rates were calculated based on the MADEP Wetlands Program "Standard Method to Convert Required  Water Quality Volume to a Discharge Rate for Sizing Flow Based Manufactured Proprietary Stormwater Treatment  Practices". Cape & Islands Nissan Atlantic Design Engineers, Inc Job No.: Calc'd By: Revised Date: Q(design)< Q (provided), 7.09 cfs< 18 cfs Peak flow rate (Q1), associated with with first inch of runoff for 37,142 SQ FT of pavement is = 1.03 cfs Q1< Q (provided), 1.03 cfs< 1.88 cfs Location: Project Name: 770 Route 28 South Yarmouth Peak Flow Rate (Q) Provided by First Defense FD4HC for 50% TSS removal = 1.88 CFS (See First Defense  Brochure 3376.00 AJD 6/21/2024 Design Engineer:Job No.:3376.00Project Name:Calc'd By:AJDLocation:Date:6/20/2024Proposed Stormwater Basin 1PInfiltration Rate 8.27 in/hrBottom Area =11,780 sq ft13,1262Proposed Subsurface Stormwater System 2PInfiltration Rate 8.27 in/hrBottom Area =2,380 sq ft5,1843Storage Volume (Rv)=Time to Drawdown (Tdd)= 5184 / [(8.27 / 12) (2380)]Time to Drawdown (Tdd)=hrs <72 hrs - Requirement Met*Rv calculated in HydroCAD based on 100yr design storm*Storage Volume (Rv)=Time to Drawdown (Tdd)= 13126 / [(8.27 / 12) (11780)]Time to Drawdown (Tdd)=hrs <72 hrs - Requirement MetDrawdown CalculationsRv = Storage VolumeK = Saturated Hydraulic ConductivityA = Bottom Area of BasinTime Drawdown (Tdd)=Rv/[(K)(A)]Atlantic Design Engineers, Inc.Cape and Islands Nissan770 Route 28 South Yarmouth1 of 1 Design Engineer:Job No.:3376.00 Project Name:Calc'd By:AJD Location:Revised Date:6/28/2024 BMP For Subcatchment Area 4S Impervious Watershed Area SF X Calculated Volume of 1" *=BMP Required Storage Volume BMP Proposed Storage Volume Infiltration Basin 1P 37,142.00 1/12=0.0833 3,094 CF 13,126 CF BMP For Subcatchment Area 5S Impervious Watershed Area SF X Calculated Volume of 1" *=BMP Required Storage Volume BMP Proposed Storage Volume Sub-Surface Infiltration System 2P 22,455.00 1/12=0.0833 1,870 CF 5,184 CF CF * Reference the Town of Yarmouth Stormwater Management Regulations section 2.05(4)(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". AVERAGE ANNUAL POLLUTANT REMOVAL CALCULATION SHEET Atlantic Design Engineers, Inc C&I Nissan 770 Route 28 Drainage System Design Engineer:Job No.:3376.00 Project Name:Calc'd By:AJD Location:Revised Date:6/21/2024 Required Recharge 59,597 sf 59,597 * 0.6" * (1/12)= 2980 cf 18,310 cf 2980 cf 18310 cf 18310 cf > 3004 cf - Standard is Met Proposed Recharge Volume Provided in Infiltration Systems on Site= Required Recharge Volume Rv = (F) (Aimp) Rv = Required Recharge Volume Aimp= Impervious Area on site F = Target Depth Factor: 0.60 inch for A soils The groundwater recharge volume is required for the proposed impervious surfaces. Total New Impervious Area = Required Recharge Volume (Rv)= Proposed Volume Provided in Drainage Systems= Atlantic Design Engineers, Inc Cape and Islands Nissan Total Required Recharge Volume on Site= 770 Route 28, South Yarmouth, MA 1 of 1 APPENDIX E NRCS Soil Survey Maps and Soil Group Descriptions Soil Map—Barnstable County, Massachusetts (770 Route 28) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/17/2024 Page 1 of 3461166046116904611720461175046117804611810461184046118704611900461166046116904611720461175046117804611810461184046118704611900398410398440398470398500398530398560398590 398410 398440 398470 398500 398530 398560 398590 41° 39' 9'' N 70° 13' 12'' W41° 39' 9'' N70° 13' 3'' W41° 39' 0'' N 70° 13' 12'' W41° 39' 0'' N 70° 13' 3'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,320 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Barnstable County, Massachusetts (770 Route 28) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/17/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 252A Carver coarse sand, 0 to 3 percent slopes 5.1 100.0% Totals for Area of Interest 5.1 100.0% Soil Map—Barnstable County, Massachusetts 770 Route 28 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/17/2024 Page 3 of 3 APPENDIX F Test Pit Logs APPENDIX G Post Construction Long Term Stormwater Operations & Maintenance Plan Post-Construction Long Term Stormwater Operation & Maintenance Plan Proposed Cape and Islands Nissan Dealership South Yarmouth, MA June 21, 2024 ADE Job #3376.00 A. GENERAL NOTES 1. Upon completion of construction, the operation and maintenance of all components of the stormwater management system will be the responsibility (financially and otherwise) of the system owner (responsible party): Mash Realty, LLC. 17 Old Main Street West Dennis, Massachusetts 02670 ________________________________ ___________________ Signature Date 2. The responsible party shall maintain a log of all operation and maintenance activities for the last three years including inspections, repair, replacement, and disposal. This log is to be made available to the Conservation Commission, Department of Municipal Inspections, and the Commonwealth of Massachusetts upon request. An annual certification is to be submitted on the first of November every year stating how non- structural and good housekeeping practices over the last 12 months adhered to the O&M plan. Once every five years, the certification must be prepared and signed by a registered Professional Engineer. The inspection certificate shall identify the date of inspection, name, and contact number of responsible party, specific structures inspected, specific maintenance and/or repairs required and general observations. Any deficiencies noted in the inspection report shall be corrected to the Conservation Commission’s, Department of Municipal Inspections, or Engineer’s satisfaction. 3. Disposal of accumulated sediment and hydrocarbons to be in accordance with the applicable local, state, and federal guidelines and regulations. Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 2 4. There shall be no illicit discharge of any waste or wastewater into the stormwater management system. The maintenance of the facility shall be undertaken in such a manner as to prevent any discharge of waste or wastewater into the stormwater management system. Any waste oil or other waste products generated during the maintenance shall be properly disposed of offsite in accordance with applicable local, state, and federal guidelines and regulations. Mash Realty, LLC. 17 Old Main Street West Dennis, Massachusetts 02670 ________________________________ ___________________ Signature Date 5. The Town of Yarmouth will be notified of changes in project ownership or assignment of operation and maintenance financial responsibility. 6. The maintenance schedule in this operation and maintenance (O&M) Plan will only be amended by mutual agreement of the Town of Yarmouth and the responsible party. Amendments will be made in writing and signed by the responsible party. 7. The following restrictions on the applications of fertilizer shall be adhered to: i. Fertilizer shall not be applied during or immediately prior to heavy rainfall, such as but not limited to thunderstorms, hurricanes, or northeastern storms, or when the soil is saturated due to intense or extended rainfall; ii. Fertilizer shall not be applied between November 12 and the following March 31; iii. Fertilizer shall not be applied, spilled or deposited on impervious surfaces or in a manner that allows it to enter into storm drains; iv. Fertilizer shall not be applied within 100 feet of any surface water or within the Zone I of a public drinking water well; v. Fertilizer containing phosphorus shall not be applied unless a soil test taken not more than three years before the proposed fertilizer application indicates that Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 3 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; vi. 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; vii. Grass clippings, leaves, or any other vegetative debris shall not be deposited into or within 50 feet of water bodies, retention and detention areas, drainage ditches or stormwater drains, or onto impervious surfaces, such as, but not limited to, roadways and sidewalks, except during scheduled cleanup programs. B. STORMWATER SYSTEM/BMPs AND SCHEDULED MAINTENANCE Erosion Control Barriers: Until the site is fully stabilized, erosion control barriers (sediment log, straw wattles, silt fence, etc.) should be inspected immediately after major storm events (2” or greater). Sediment deposits must be removed when the level of deposition reaches approximately one-half the height of the barrier. Repair/replace any sections of erosion control barriers that are damaged and install additional rows of barriers if needed. Deep Sump Hooded Catch Basin: Inspect after major storm events (2” or greater) for the first few months after construction and twice a year thereafter for clogged grates or pipes and for excessive accumulation of sediments and trash. Remove accumulation of leaves or debris over grate inlets as needed throughout the year. Clean sumps annually or when sediment reaches 24”, whichever occurs first. Sub-Surface Infiltration System: Inspect after every major storm event (2” or greater) for the first few months after construction to ensure proper function. Thereafter, inspect at least twice per year Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 4 during wet weather to ensure the system is draining properly. Check for accumulation of sediment and ponding water. If ponding water is visible inside the system for several days after a storm event, notify the engineer for possible remedial measures. Remove sediment while the system is dry, and at least every five years after construction. Note how long water remains standing in basin after a storm; standing water within the basin >72 hours after storm events should be immediately addressed. Street Sweeping: All paved areas should be swept two times per year, once during the late spring (after snowmelt) and once during the late fall (after leaf fall) seasons after construction. Infiltration Basin: At a minimum shall be inspected after every major storm event (>2 inches) for the first six (6) months, thereafter inspect twice a year at a minimum, for erosion, excessive accumulation of sediment and trash. Note how long water remains standing in basin after a storm; standing water within the basin >72 hours after storm events should be immediately addressed. Also, within the basin, check for signs of differential settlement, cracking, erosion, leakage in embankments, tree growth in embankments, condition of riprap, sediment accumulation and the health of the turf. Stormwater basins shall be mowed a minimum of twice per year. Grass clippings and accumulated organic matter should be removed from the basin to a non-sensitive area. Repairs and reseeding should be done as required. Sediment and debris should be removed manually when stormwater basin is thoroughly dry, a minimum of once per year or when the sediment level reaches a depth of three inches (3”) in the basin or half an inch (1/2”) in the low flow drain. Outlet Pipes and Flared End Sections: Inspect after every major storm event (>2 inches) for the first few months after construction to ensure proper stabilization and function, thereafter inspect twice a year for erosion, clogging, settling, and excessive accumulation of leaves, trash, debris or sediment and channelization of stormwater discharge. Rip-Rap Aprons Inspect after every major storm event (>2 inches) for the first few months after construction to ensure proper stabilization and function, thereafter inspect twice per year at a minimum, for erosion, excessive accumulation of sediment and trash. Repair eroded spots immediately after inspection. Accumulated sediment shall be removed at least once a year or before it exceeds 0.5' in depth, whichever occurs first. Sediment Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 5 shall be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Inspect rip-rap aprons for signs of excess sediment or signs of failure. First defense FD-4HC stormwater separator: Perform all operation and maintenance as recommended by the manufacturers, at a minimum to include the following: inspect quarterly for the first year of installation and every 6 months thereafter. Sediment, oil and floatables should be removed once per year or following a spill in the drainage area. C. ESTIMATED ANNUAL BUDGET The estimated annual budget for the activities required in this Long-Term Stormwater Operation and Maintenance Plan is $2,000.00. D. SAMPLE OPERATION AND MAINTENANCE LOG (Next Page) Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 6 SAMPLE OPERATION AND MAINTENANCE LOG CAPE AND ISLANDS NISSAN SOUTH YARMOUTH, MASSACHUSETTS LONG TERM STORMWATER OPERATION & MAINTENANCE PLAN Date: _______________________ Personnel Present: _____________________________ _____________________________________________________________________________ Inspectors Name: _______________________________________ Inspectors Contact Information: _______________________________________ _______________________________________ _______________________________________ Signature: _______________________________________ O&M ITEM: COMMENTS, CORRECTIVE ACTION NEEDED, AND NOTES: Erosion Control Barriers Deep Sump Hooded Catch Basin Sub-Surface Infiltration System First Defense Unit Street Sweeping Infiltration Basin Outlet Pipes and Flared End Sections Rip-Rap Aprons Cape and Islands Nissan – South Yarmouth, MA Long-Term Stormwater Operation & Maintenance Plan June 21, 2024 – Page 7 APPENDIX H Abutters List and Notification 33/ 39/ / / MASH REALTY LLC 17 OLD MAIN ST WEST DENNIS , MA 02670 33/ 36.1/ / / MASH REALTY LLC 760 ROUTE 28 SOUTH YARMOUTH , MA 02664 33/ 41.1/ / / TRANSITIONS CENTERS INC 782 ROUTE 28 UNIT 1 SOUTH YARMOUTH , MA 02664 33/ 34/ / / KEOGH DESMOND J BOLT THERESA M 109 CARRIAGE LN BARNSTABLE , MA 02630 33/ 40/ / / MASH REALTY LLC 17 OLD MAIN ST WEST DENNIS , MA 02670 33/ 77/ C10/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 33/ 77/ C1/ / 785 ROUTE 28 LLC 28 HODGES AVE UNIT 1 QUINCY , MA 02171 33/ 77/ C2/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 33/ 77/ C3/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 33/ 77/ C4/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 33/ 77/ C5/ / DE MELO JOSE CARLOS 785 ROUTE 28 UNIT 5 , SOUTH YARMOUTH , MA 02664 33/ 77/ C6/ / GENTIL PRISCILLA PADOVANI C/O GONCALVES MARCIO 785 ROUTE 28 UNIT 6 SOUTH YARMOUTH , MA 02664 33/ 77/ C7/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 33/ 77/ C8/ / PUN HONG KIN C/O DRIFTWOOD AT SEAVIEW LLC 131 CHARLESBANK RD UNIT A NEWTON , MA 02458 33/ 77/ C9/ / 785 ROUTE 28 LLC 176 SUDBURY LN HYANNIS , MA 02601 SEAVIEW MOTEL CONDONIMIUM 785 ROUTE 28 WEST YARMOUTH , MA 02673 SEAVIEW MOTEL CONDO MAIN 785 ROUTE 28 UNIT 1 SOUTH YARMOUTH , MA 02664 Please use this signature to certify this list of properties abutting within 100' of the parcel located at: 770 Route 28, South Yarmouth, MA 02664 Assessors Map 33, Lot 40 _____________________________________ Andy Machado, Director of Assessing May 17, 2024 Route 28, South Yarmo essors Map 33, Lot 40 ___________________ y Machado, Director of 17 2024 NOTIFICATION TO ABUTTERS UNDER THE TOWN OF YARMOUTH STORMWATER BY-LAW, CHAPTER 145 In accordance with the second paragraph of the Massachusetts General Laws Chapter 131, Section 40, and Yarmouth By-Law Chapter 145, you are hereby notified of the following: A. The name of the applicant is Conserv Group, INC. B. The applicant has filed a Stormwater Management Permit Application with the Yarmouth Conservation Commission, seeking permission to undertake a construction activity, including clearing, grading, excavation or redevelopment, in an area subject to Protection under Town of Yarmouth Stormwater By-Law, Chapter 145. C. The address of the lot where the activity is proposed is 770 Route 28, South Yarmouth D. Proposed work is Proposed 9,991 SF Nissan Dealership E. Copies of the Stormwater Management Permit Application may be examined at the Yarmouth Town Hall at the Conservation Commission office between the hours of 9:00 a.m. and 4:00 p.m. Monday thru Friday. For more information, call (508) 398-2231 ext. 1288. F. Copies of the Stormwater Management Permit Application may be obtained from either the applicant or applicant’s representative. Applicant’s phone number 508-888-6555 Or Applicant’s representative’s phone number G. Information regarding the date, time and place of the public hearing may be obtained by calling the Yarmouth Conservation Commission office at (508) 398-2231 ext. 1288 H. Person sending this notification (applicant, representative or other): Name Atlantic Design Engineers, Inc. Address P.O. Box 1051 Town Sandwich State MA Zip 02563 Telephone 508-888-9282 NOTES : • Notice of the public hearing, including date, time and place will be published at least five (5) days in advance in a newspaper of general circulation. • Notice of the public hearing, including date, time and place will be posted in the Town Hall not less than 48 hours in advance and online at yarmouth.ma.us APPENDIX I Admin Checklist – Stormwater Permit Application Yarmouth Conservation Commission • 1146 Route 28 • South Yarmouth, MA 02664-4492 Tel. (508)-398-2231 Ext. 1288 • Fax (508)-398-0836 • TTD# (508) 398-2231 Rev 3/2024 Page 1 of 1 Administrative Checklist Stormwater Management Permit Application General Information: All filings must be made on Town of Yarmouth forms found at www.yarmouth.ma.us/325/Conservation. No new information may be accepted into the Commissioners’ packets within the week before a meeting. The Conservation Commission shall issue a written notice of administrative completeness or deficiencies to an applicant for an application within ten (10) business days of receiving the application. Refer to the meeting and fee schedule. Contact the Conservation Office if you need assistance. Submitting an Application: Has the project been reviewed under Site Plan Review? 1 hardcopy of the following: Completed signed original application (double sided) List of abutters from the most recent certified record of the Yarmouth Assessor’s Office Stormwater Management Site Plan* (folded separately, right side out with title visible) Project Narrative including project description and construction sequence per Section 2.04, and how the project meets the performance standards in Section 2.05 Erosion and Sediment Control Plan* Operation and Maintenance Plan* *(see Stormwater Management Regulations found at www.yarmouth.ma.us/325/Conservation for required information) Site Plan Review comments Checklist for Stormwater Report Proof of delivery of notification to abutters at least 10 days prior to Conservation meeting Pdf copy of signed application, supporting information and plan(s) emailed to bdirienzo@yarmouth.ma.us and fkelley@yarmouth.ma.us Please list project property’s street address in the pdf file name. Filing fee: separate check made payable to “Town of Yarmouth” Legal ad fee: separate check made payable to “Town of Yarmouth” Please list project property’s street address on checks. Refer to Fee Schedule at https://www.yarmouth.ma.us/696/Filing-Forms DEPARTMENT OF CONSERVATION x x x x x x x x x x x x x