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HomeMy WebLinkAbout2023-05-25 Complete Stormwater Report Prepared by: Frank Feltes 349 Main Street West Yarmouth, MA 02673 The picture can't be displayed. STORMWATER REPORT HYANNISPORT CLUB TENNIS CLUB 2 IRVING AVENUE HYANNISPORT, MA 02647 APRIL 2023 Owner/Applicant: HYANNISPORT CLUB 2 Irving Avenue Hyannisport, MA 02647 BSC Job Number: 4-9482.08 Stormwater Report Hyannisport, MA April 2023 TABLE OF CONTENTS 1.0 PROJECT INFORMATION 1.01 PROJECT DESCRIPTION 1.02 PRE-DEVELOPMENT CONDITIONS 1.03 POST-DEVELOPMENT CONDITIONS 2.0 DRAINAGE SUMMARY 2.01 STORMWATER STANDARD 1 – NEW STORMWATER CONVEYANCES 2.02 STORMWATER STANDARD 2 – STORMWATER RUNOFF RATES 2.03 STORMWATER STANDARD 3 – GROUNDWATER RECHARGE 2.04 STORMWATER STANDARD 4 – TSS REMOVAL 2.05 STORMWATER STANDARD 5 – LUHPPL 2.06 STORMWATER STANDARD 6 – CRITICAL AREAS 2.07 STORMWATER STANDARD 7 – REDEVELOPMENT PROJECTS 2.08 STORMWATER STANDARD 8 – SEDIMENTATION & EROSION CONTROL PLAN 2.09 STORMWATER STANDARD 9 – LONG TERM O&M PLAN 2.10 STORMWATER STANDARD 10 – ILLICIT DISCHARGES 2.11 CONCLUSIONS 3.0 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION CHECKLIST FOR STORMWATER REPORT 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN 6.0 HYDROLOGY CALCULATIONS 6.01 PRE-DEVELOPMENT HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 6.01 POST-DEVELOPMENT HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 7.0 ADDITIONAL DRAINAGE CALCULATIONS 7.01 GROUNDWATER RECHARGE VOLUME CALCULATIONS 7.02 WATER QUALITY VOLUME CALCULATIONS 7.03 GROUNDWATER MOUNDING ANALYSIS APPENDICES APPENDIX A – USGS LOCUS MAP APPENDIX B – FEMA MAP APPENDIX C – WEB SOIL SURVEY APPENDIX D – SOIL TEST PIT LOGS Stormwater Report Hyannisport, MA April 2023 SECTION 1.0 PROJECT INFORMATION Stormwater Report Hyannisport, MA April 2023 1.01 PROJECT DESCRIPTION The proposed development at 2 Irving Avenue (Hyannisport Club) entails expanding the existing Tennis Club Racquet Facilites. The proposed expansion includes the addition of 4 new hard surface pickleball courts, and a relocated gravel parking area. The proposed courts have a 1.33-acre envelope and includes the proposed walking path from the parking area throughout the facility. This is a .3-acre increase from the envelope of the existing facility (1.03-acre). 1.02 PRE-DEVELOPMENT CONDITIONS The existing site topography generally slopes from northwest to southeast towards the coastal bank on-site. The slopes in this area range from 3-15%. The NRCS Web Soil Survey has identified the soils underlying this site as map unit 252B (Carver coarse sand, 3 to 8 percent slopes), and map unit 252C (Carver coarse sand, 8 to 15 percent slopes). Soils of this classification are excessively drained and have a very low runoff potential. BSC conducted test pits in the general area of the improvements. The results of the soil evaluation indicate a parent material that is consistent with glacial outwash, and as such, confirm the NRCS classification. All soils for this project have been modeled as Hydrologic Soil Group A. 1.03 POST-DEVELOPMENT CONDITIONS The proposed stormwater management system has been designed in a manner that will meet or exceed the provisions of the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards for new construction. In addition, the proposed design also complies with the requirements of the Town of Barnstable Zoning Bylaws. Stormwater runoff from the proposed courts and gravel parking area will be captured and conveyed to nine (9) small subsurface infiltration systems and an infiltration basin for groundwater recharge. Specifics of the project’s compliance with the MassDEP Stormwater Management Standards are discussed in detail in the following sections. . Stormwater Report Hyannisport, MA April 2023 SECTION 2.0 DRAINAGE SUMMARY Stormwater Report Hyannisport, MA April 2023 2.01 Stormwater Standard 1 – New Stormwater Conveyances Per MassDEP Stormwater Management Standard #1, no new outfalls may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. There are no known stormwater outfalls in this development and no new outfalls are proposed. 2.02 Stormwater Standard 2 – Stormwater Runoff Rates Watershed modeling was performed using HydroCAD Stormwater Modeling Software version 10.0, a computer aided design program that combines SCS runoff methodology with standard hydraulic calculations. A model of the site’s hydrology was developed for post-development condition to confirm that the proposed infiltration systems have been sized appropriately and will attenuate and recharge stormwater runoff from the 2-year, 10-year, 25-year & 100-year design storms. The stormwater management systems for the project have been designed such that the post-development peak discharge rates are equal to or less than those of the pre-development condition. 2.03 Stormwater Standard 3 – Groundwater Recharge The ground water recharge is estimated based on the Massachusetts Stormwater Management Standard #3, as follows: Rv = F x impervious area Rv = Required Recharge Volume, expressed in Ft3, cubic yards, or acre-feet F = Target Depth Factor associated with each Hydrologic Soil Group Impervious Area = pavement and rooftop area on site Table 1.2 Recharge Target Depth by Hydrologic Soil Group NRCS HYDROLOGIC SOIL TYPE APPROXIMATE SOIL TEXTURE TARGET DEPTH FACTOR (F) A sand 0.60-inch B loam 0.35-inch C silty loam 0.25-inch D clay 0.10-inch The Natural Resources Conservation Service (NRCS) has classified the soils underlying the project site as 252B and 252C (Carver coarse sand), which falls under Hydrologic Soil Group A (excessively drained soils). These soils are found in the area of all infiltration practices. To determine the recharge volume provided in the recharge system, the Static Method was used as described in the DEP’s Massachusetts Stormwater Handbook, Volume 3. A drawdown calculation was performed in accordance with the DEP’s Massachusetts Stormwater Handbook, Volume 3, to verify that the proposed recharge systems would drain completely within 72-hours. This drawdown calculation along with calculations to determine the recharge required are provided in Section 7.0 of this report. 2.04 Stormwater Standard 4 – TSS Removal As a new development, the Project stormwater management system is required to achieve a TSS removal greater than 80%. As proposed, the site is achieving a 77% TSS removal rate when calculated using a weighted average method. All new court surfaces and other impervious areas associated with the catchments are captured via trench drains and routed into Cul-tec subsurface infiltration chambers where 80% TSS removal is achieved. The problem area is the resurfaced portion of Marston Lane. The improvement proposed for this section is a water quality swale capturing the Stormwater Report Hyannisport, MA April 2023 sheeting runoff from the pavement. This is still an improvement from the existing condition where there was no BMP, and more pavement. Therefore, while the proposed project does not meet Standard 4 for total TSS removal, it is still an overall improvement of the site. 2.05 Stormwater Standard 5 – Land Uses with Higher Potential Pollutant Loads The Project will not generate over a 1,000 Vehicle Trips per day, therefore this Standard does not apply. 2.06 Stormwater Standard 6 – Stormwater Discharges to a Critical Area The project is not subject to Standard 6. There are no discharges to any Critical Area, as defined by the Massachusetts Stormwater Handbook. 2.07 Stormwater Standard 7 – Redevelopment Projects This project does not qualify as “redevelopment” and thus has been designed to fully comply with the MassDEP Stormwater Management Standards. 2.08 Stormwater Standard 8 – Sedimentation and Erosion Control Plan Erosion and sedimentation controls are shown on the Project Plans. Additionally, a Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan is included in Section 4.0 of this Report. 2.09 Stormwater Standard 9 – Long Term Operation and Maintenance Plan A Long Term Operation and Maintenance Plan is included in Section 5.0 of this Report. 2.10 Stormwater Standard 10 – Illicit Discharges There are no known illicit discharges on the project site and none are proposed. A signed, illicit discharge compliance statement will be submitted prior to the start of construction. 2.11 Conclusion The Project has been designed to meet or exceed each of the ten (10) standards of the MassDEP Stormwater Management Standards. The use of dry wells will provide attenuation for stormwater peak flows, while also providing groundwater recharge. The project will not result in any adverse impacts to the adjacent wetlands or other downgradient receptors. Stormwater Report Hyannisport, MA April 2023 SECTION 3.0 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION CHECKLIST FOR STORMWATER REPORT Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 runo ff 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 i n 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. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 th e Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 include d. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 moundin g 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. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 an d 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. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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. Section 3.0 - Mass DEP Stormwater Checklist.docx • 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 w ill be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater Report Hyannisport, MA April 2023 SECTION 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN Stormwater Report Hyannisport, MA April 2023 4.0 CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL PLAN This Section specifies requirements and suggestions for implementation of construction period pollution prevention and erosion and sedimentation control measures for the construction of the proposed improvements at the Tennis Club for the Hyannisport Club, in Hyannisport, Massachusetts. The stormwater pollution prevention measures contained in this plan shall be at least the minimum required by Local Regulations. The Contractor shall provide additional measures to prevent pollution from stormwater discharges in compliance with the National Pollution Discharge Elimination System (NPDES) Phase II permit requirements and all other local, state and federal requirements. The plan shall include provisions for, but not be limited to, the following: 1. Construction Trailers 2. Lay-down Areas 3. Equipment Storage Areas 4. Stockpile Areas 5. Disturbed Areas Erosion and Sedimentation Control The Contractor shall be solely responsible for erosion and sedimentation control at the site. The Contractor shall utilize a system of operations and all necessary erosion and sedimentation control measures, even if not specified herein or elsewhere, to minimize erosion damage at the site to prevent the migration of sediment into environmentally sensitive areas. Environmentally sensitive areas include all wetland resource areas within, and downstream of, the site, and those areas of the site that are not being altered. Erosion and sedimentation control shall be in accordance with this Section, the design drawings, and the following:  “National Pollutant Discharge Elimination System General Permit for Discharges from Construction Activities (EPA Construction General Permit February 16, 2017).  Massachusetts Stormwater Management Policy Handbook issued by the Massachusetts Department of Environmental Protection, January 2008.  Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas, A Guide for Planners, Designers and Municipal Officials, March 1997. The BMP's presented herein should be used as a guide for erosion and sedimentation control and are not intended to be considered specifications for construction. The most important BMP is maintaining a rapid construction process, resulting in prompt stabilization of surfaces, thereby reducing erosion potential. Given the primacy of rapid construction, these guidelines have been designed to allow construction to progress with essentially no hindrance by the erosion control methods prescribed. These guidelines have also been designed with sufficient flexibility to allow the Contractor to modify the suggested methods as required to suit seasonal, atmospheric, and site-specific physical constraints. Another important BMP is the prevention of concentrated water flow. Sheet flow does not have the erosive potential of a concentrated rivulet. These guidelines recommend construction methods that allow localized erosion control and a system of construction, which inhibits the development of shallow concentrated flow. These BMP's shall be maintained throughout the construction process. Stormwater Report Hyannisport, MA April 2023 CONTACT INFORMATION AND RESPONSIBLE PARTIES The following is a list of all project-associated parties: Owner Hyannisport Club 2 Irving Avenue Hyannisport, MA 02647 Contractor To be determined Environmental Consultant BSC Group, Inc. 349 Route 28, Unit D West Yarmouth, MA 02673 Contact: Matthew T. Creighton, PWS Phone: (617) 896–4591 Email: mcreighton@bscgroup.com 4.1 Project Description and Intended Construction Sequence The site is currently improved with the Tennis Club building, cart path associated with the golf course, decks and utilities. The proposed activities will include the following: · The raising and replacement of the existing tennis and pickleball courts; · The construction of stormwater management systems, and · Site grading, utility installation, and landscape areas. The proposed project will disturb a total of 2.76± acres. Soil disturbing activities will include site demolition, clearing and grubbing, installing stabilized construction exits, installation of erosion and sedimentation controls, grading, storm drain inlets, stormwater management systems, utilities, building foundations, construction of site driveways and preparation for final landscaping. Please refer to Table 1 for the projects anticipated construction timetable. A description of BMP’s associated with project timetable and construction-phasing elements is provided in this Erosion and Sediment Control Plan. Table 1 – Anticipated Construction Timetable Construction Phasing Activity Anticipated Timetable Demolition, Grubbing and Stripping of Limits of Construction Phase To be determined Rough Site Grading and Site Utilities To be determined Utility Plan Construction To be determined Landscaping To be determined 4.2 Potential Sources of Pollution Listed below are a description of potential sources of pollution from both sedimentation to Stormwater runoff, and pollutants from sources other than sedimentation. Stormwater Report Hyannisport, MA April 2023 Table 2 – Potential Sources of Sediment to Stormwater Runoff Potential Source Activities/Comments Construction Site Entrance and Site Vehicles Vehicles leaving the site can track soils onto public roadways. Site Vehicles can readily transport exposed soils throughout the site and off-site areas. Grading Operations Exposed soils have the potential for erosion and discharge of sediment to off-site areas. Material Excavation, Relocation, and Stockpiling Stockpiling of materials during excavation and relocation of soils can contribute to erosion and sedimentation. In addition fugitive dust from stockpiled material, vehicle transport and site grading can be deposited in wetlands and waterway. Landscaping Operations Landscaping operations specifically associated with exposed soils can contribute to erosion and sedimentation. Hydroseeding, if not properly applied, can runoff to adjacent wetlands and waterways. Table 3 – Potential Pollutants and Sources, other than Sediment to Stormwater Runoff Potential Source Activities/Comments Staging Areas and Construction Vehicles Vehicle refueling, minor equipment maintenance, sanitary facilities and hazardous waste storage Materials Storage Area General building materials, solvents, adhesives, paving materials, paints, aggregates, trash, etc. Construction Activities Construction, paving, curb/gutter installation, concrete pouring/mortar/stucco 4.3 Erosion and Sedimentation Control Best Management Practices The project site is characterized by primarily pervious surface. All construction activities will implement Best Management Practices (BMP’s) in order to minimize overall site disturbance and impacts to the site’s natural features. Please refer to the following sections for a detailed description of site specific BMP’s. An Erosion and Sedimentation Control Plan is provided in the Site Plans. 4.4 Timetable and Construction Phasing This section provides the Owner and Contractor with a suggested order of construction that shall minimize erosion and the transport of sediments. The individual objectives of the construction techniques described herein shall be considered an integral component of the project design intent of each project phase. The construction sequence is not intended to prescribe definitive construction methods and should not be interpreted as a construction specification document. However, the Contractor shall follow the general construction phase principles provided below: · Protect and maintain existing vegetation wherever possible. · Minimize the area of disturbance. · To the extent possible, route unpolluted flows around disturbed areas. · Install mitigation devices as early as possible. · Minimize the time disturbed areas are left unstabilized. · Maintain siltation control devices in proper condition. · The contractor should use the suggested sequence and techniques as a general guide and modify the suggested methods and procedures as required to best suit seasonal, atmospheric, and site specific physical constraints for the purpose of minimizing the environmental impact of construction. Stormwater Report Hyannisport, MA April 2023 Demolition, Grubbing and Stripping of Limits of Construction Phase · Install Temporary Erosion Control (TEC) devices as required to prevent sediment transport into resource areas. · Place a ring of silt socks and/or haybales around stockpiles. · Stabilize all exposed surfaces that will not be under immediate construction. · Store and/or dispose all pavement and building demolition debris as indicated in accordance with all applicable local, state, and federal regulations. Final Clean-up · Remove sediment and debris from rip-rap outlet areas. · Remove TEC devices only after permanent vegetation and erosion control has been fully established. 4.5 Site Stabilization Grubbing, Stripping and Grading · Erosion control devices shall be in place as shown on the design plans before grading commences. · Stripping shall be done in a manner, which will not concentrate runoff. If precipitation is expected, earthen berms shall be constructed around the area being stripped, with a silt sock, silt fence or haybale dike situated in an arc at the low point of the berm. · If intense precipitation is anticipated, silt socks, haybales, dikes and /or silt fences shall be used as required to prevent erosion and sediment transport. The materials required shall be stored on site at all time. · If water is required for soil compaction, it shall be added in a uniform manner that does not allow excess water to flow off the area being compacted. · Dust shall be held at a minimum by sprinkling exposed soil with an appropriate amount of water. Maintenance of Disturbed Surfaces · Runoff shall be diverted from disturbed side slopes in both cut and fill. · Mulching may be used for temporary stabilization. · Silt sock, haybale or silt fences shall be set where required to trap products of erosion and shall be maintained on a continuing basis during the construction process. Loaming and Seeding · Loam shall not be placed unless it is to be seeded directly thereafter. · All disturbed areas shall have a minimum of 4” of loam placed before seeded and mulched. · Consideration shall be given to hydro-mulching, especially on slopes in excess of 3 to 1. · Loamed and seeded slopes shall be protected from washout by mulching or other acceptable slope protection until vegetation begins to grow. Stormwater Collection System Installation · The Stormwater drainage system shall be installed from the downstream end up and in a manner which will not allow runoff from disturbed areas to enter pipes. · Excavation for the drainage system shall not be left open when rainfall is expected overnight. If left open under other circumstances, pipe ends shall be closed by a staked board or by an equivalent method. Stabilization of Surfaces · Stabilization of surfaces includes the placement of wood bark mulch or the establishment of vegetated surfaces. · Upon completion of construction, all surfaces shall be stabilized. · Vegetated cover shall be established during the proper growing season and shall be enhanced by soil adjustment for proper pH, nutrients and moisture content. · Surfaces that are disturbed by erosion processes or vandalism shall be stabilized as soon as possible. Stormwater Report Hyannisport, MA April 2023 · Areas where construction activities have permanently or temporarily ceased shall be stabilized within 14 days from the last construction activity, except when construction activity will resume within 21 days (e.g., the total time period that construction activity is temporarily ceased is less than 21 days). · Hydro-mulching of grass surfaces is recommended, especially if seeding of the surfaces is required outside the normal growing season. · Hay mulch is an effective method of temporarily stabilizing surfaces, but only if it is properly secured by branches, weighted snow fences or weighted chicken wire. 4.6 Temporary Structural Erosion Control Measures Temporary erosion control measures serve to minimize construction-associated impacts to wetland resource and undisturbed areas. Please refer to the following sections for a description of temporary erosion control measures to be implemented as part of the project. Stormwater Report Hyannisport, MA April 2023 4.6.1 Silt Socks, Haybales, and Silt Fencing The siltation barriers will demarcate the limit of work, form a work envelope and provide additional assurance that construction equipment will not enter the adjacent wetlands or undisturbed portions of the site. All barriers will remain in place until disturbed areas are stabilized. Stormwater Report Hyannisport, MA April 2023 4.6.2 Temporary Stormwater Diversion Swale A temporary diversion swale is an effective practice for temporarily diverting stormwater flows and to reduce stormwater runoff velocities during storm events. The swale channel can be installed before infrastructure construction begins at the site, or as needed throughout the construction process. The diversion swale should be routinely compacted or seeded to minimize the amount of exposed soil. Stormwater Report Hyannisport, MA April 2023 4.6.3 Dewatering Basins Dewatering may be required during stormwater system, foundation construction and utility installation. Should the need for dewatering arise, groundwater will be pumped directly into a temporary settling basin, which will act as a sediment trap during construction. All temporary settling basins will be located within close proximity of daily work activities. Prior to discharge, all groundwater will be treated by means of the settling basin or acceptable substitute. Discharges from sediment basins will be free of visible floating, suspended and settleable solids that would impair the functions of a wetland or degrade the chemical composition of the wetland resource area receiving ground or surface water flows and will be to the combined system. 4.6.4 Material Stockpiling Locations Piping and trench excavate associated with the subsurface utility work will be contained with a single row of silt socks and/or haybales. Stormwater Report Hyannisport, MA April 2023 4.7 Good Housekeeping Best Management Practices 4.7.1 Material Handling and Waste Management Solid waste generation during the construction period will be primarily construction debris. The debris will include scrap lumber (used forming and shoring pallets and other shipping containers), waste packaging materials (plastic sheeting and cardboard), scrap cable and wire, roll-off containers (or dumpsters) and will be removed by a contract hauler to a properly licensed landfill. The roll-off containers will be covered with a properly secured tarp before the hauler exits the site. In addition to construction debris, the construction work force will generate some amount of household-type wastes (food packing, soft drink containers, and other paper). Trash containers for these wastes will be located around the site and will be emptied regularly so as to prevent wind-blown litter. This waste will also be removed by a contract hauler. All hazardous waste material such as oil filters, petroleum products, paint and equipment maintenance fluids will be stored in structurally sound and sealed shipping containers in the hazardous-materials storage area and segregated from other non-waste materials. Secondary containment will be provided for all materials in the hazardous materials storage area and will consist of commercially available spill pallets. Additionally, all hazardous materials will be disposed of in accordance with federal, state and municipal regulations. Two temporary sanitary facilities (portable toilets) will be provided at the site in the combined staging area. The toilets will be away from a concentrated flow path and traffic flow and will have collection pans underneath as secondary treatment. All sanitary waste will be collected from an approved party at a minimum of three times per week. 4.7.2 Building Material Staging Areas Construction equipment and maintenance materials will be stored at the combined staging area and materials storage areas. Silt fence will be installed around the perimeter to designate the staging and materials storage area. A watertight shipping container will be used to store hand tools, small parts and other construction materials. Non-hazardous building materials such as packaging material (wood, plastic and glass) and construction scrap material (brick, wood, steel, metal scraps, and pine cuttings) will be stored in a separate covered storage facility adjacent to other stored materials. All hazardous-waste materials such as oil filters, petroleum products, paint and equipment maintenance fluids will be stored in structurally sound and sealed containers under cover within the hazardous materials storage area. Large items such as framing materials and stockpiled lumber will be stored in the open storage area. Such materials will be elevated on wood blocks to minimize contact with runoff. The combined storage areas are expected to remain clean, well-organized and equipped with ample cleaning supplies as appropriate for the materials being stored. Perimeter controls such as containment structures, covers and liners will be repaired or replaced as necessary to maintain proper function. 4.7.3 Designated Washout Areas Designated temporary, below-ground concrete washout areas will be constructed, as required, to minimize the pollution potential associated with concrete, paint, stucco, mixers etc. Signs will, if required, be posted marking the location of the washout area to ensure that concrete equipment operators use the proper facility. Concrete pours will not be conducted during or before an anticipated precipitation event. All excess concrete and concrete washout slurries from the concrete mixer trucks and chutes will be discharged to the washout area or hauled off-site for disposal. 4.7.4 Equipment/Vehicle Maintenance and Fueling Areas Several types of vehicles and equipment will be used on-site throughout the project including graders, scrapers, excavators, loaders, paving equipment, rollers, trucks and trailers, backhoes and forklifts. All major equipment/vehicle fueling and maintenance will be performed off-site. A small, 20-gallon pickup bed fuel tank will be kept on-site in the combined staging area. When vehicle fueling must occur on-site, the fueling activity will occur in the staging area. Only minor equipment maintenance will occur on-site. All equipment fluids generated from maintenance activities will Stormwater Report Hyannisport, MA April 2023 be disposed of into designated drums stored on spill pallets. Absorbent, spill-cleanup materials and spill kits will be available at the combined staging and materials storage area. Drip pans will be placed under all equipment receiving maintenance and vehicles and equipment parked overnight. 4.7.5 Equipment/Vehicle Wash down Area All equipment and vehicle washing will be performed off-site. 4.7.6 Spill Prevention Plan A spill containment kit will be kept on-site in the Contractor’s trailer and/or the designated staging area throughout the duration of construction. Should there be an accidental release of petroleum product into a resource area, the appropriate agencies will be immediately notified. 4.7.7 Inspections Maintenance of existing and proposed BMP’s to address stormwater management facilities during construction is an on-going process. The purpose of the inspections is to observe all sources of stormwater or non-stormwater discharge as identified in this plan, as well as the status of the receiving waters and fulfill the requirements of the Order of Conditions. Stormwater Report Hyannisport, MA April 2023 SECTION 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN Stormwater Report Hyannisport, MA April 2023 5.0 LONG-TERM POLLUTION PREVENTION & OPERATION AND MAINTENANCE PLAN As required by Standard #4 of the Stormwater Management Policy, this Long-Term Pollution Prevention Plan has been developed for source control and pollution prevention at the site after construction. MAINTENANCE RESPONSIBILITY Ensuring that the provisions of the Long-Term Pollution Prevention Plan are followed will be the responsibility of the Applicant/Owner. GOOD HOUSEKEEPING PRACTICES The site to be kept clean of trash and debris at all times. Trash, junk, etc. is not to be left outside. VEHICLE WASHING CONTROLS The following BMP’s, or equivalent measures, methods or practices are required if you are engaged in vehicle washing and/or steam cleaning: It is allowable to rinse down the body or a vehicle, including the bed of a truck, with just water without doing any wash water control BMP’s. If you wash (with mild detergents) on an area that infiltrates water, such as gravel, grass, or loose soil, it is acceptable to let the wash water infiltrate as long as you only wash the body of vehicles. However, if you wash on a paved area and use detergents or other cleansers, or if you wash/rinse the engine compartment or the underside of vehicles, you must take the vehicles to a commercial vehicle wash. REQUIREMENTS FOR ROUTINE INSPECTIONS AND MAINTENANCE OF STORMWATER BMPS All stormwater BMPs are to be inspected and maintain as follows; Haybales, Silt Fence, and other temporary measures The temporary erosion control measures will be installed up gradient of any wetland resource area where any disturbance or alteration might otherwise allow for erosion or sedimentation. They will be regularly inspected to ensure that they are functioning adequately. Additional supplies of these temporary measures will be stockpiled on site for any immediate needs or routine replacement. Underground Infiltration System After construction, each of the drywells shall be inspected after every major storm for the first few months to ensure proper stabilization and function. Water levels in the access ports shall be recorded over several days to check the drainage of the systems. It is recommended that a log book be maintained showing the depth of water in the detention/infiltration systems at each observation in order to determine the rate at which the system dewaters after runoff producing storm events. Once the performance characteristics of the detention/infiltration have been verified, the monitoring schedule can be reduced to an annual basis, unless the performance data suggests that a more frequent schedule is required. Preventive maintenance on the infiltration system shall be performed at least twice a year, and sediment shall be removed from any and all pretreatment and collection structures. Sediment shall be removed when deposits approach within six inches of the invert heights of connecting pipes between unit rows, or in sumped inlet structures. Ponded water inside the systems (as visible from the access ports) that remains after several days most likely indicates that the bottom of the systems are clogged and will require cleaning or replacement. Stormwater Report Hyannisport, MA April 2023 PROVISIONS FOR MAINTENANCE OF LAWNS, GARDENS AND OTHER LANDSCAPE AREAS Suggested Maintenance Operations A. Trees and Shrubs Disease and Pest Management - Prevention of disease or infestation is the first step of Pest Management. A plant that is in overall good health is far less susceptible to disease. Good general landscape maintenance can reduce problems from disease. Inspections of plant materials for signs of disease or infestation are to be performed monthly by the Landscape Maintenance Contractor’s Certified Arborist. This is a critical step for early diagnosis. Trees and Shrubs that have been diagnosed to have a plant disease or an infestation of insect pests are to be treated promptly with an appropriate material by a licensed applicator. Fertilization - Trees and shrubs live outside their natural environment and should be given proper care to maintain health and vigor. Fertilizing trees and shrubs provides the plants with nutrients needed to resist insect attack, to resist drought and to grow thicker foliage. Fertilizing of new and old trees may be done in one of three ways, in either the early spring or the late fall. · Systemic Injection of new and existing trees on trees 2 inches or greater in diameter. You must be licensed to apply this method. · Soil Injection – a liquid fertilizer with a product such as Arbor Green or Rapid Grow injected into the soil under the drip zone of a tree or shrub. Material must be used according to manufacturers’ specifications to be effective. Outside contracting is recommended. · Punch Bar Method – a dry fertilizer such as 10-10-10, may be used by punched holes in the drip zone of the tree 12-18” deep, two feet apart around the circumference, to the edge of the drip line. Three pounds of fertilizer should be used per diameter inch for trees with trunks six inches or more in diameter. · Fertilizer of shrubs – use a fertilizer such as 10-10-10, broadcast over the planting area according to the manufacturers’ rate and water in. · All fertilization must be noted on daily maintenance log. Watering - Trees and Shrubs will need supplemental watering to remain in vigorous health. All new plants need to be watered once a week in cool weather, twice a week during warm weather, and up to three times in a week during periods of extreme heat and drought. Trees and shrubs should be watered in such a manner as to totally saturate the soil in the root zone area. Over-watering or constant saturation of the soil must be avoided as this could lead to root rot and other disease problems. The use of a soil moisture meter can help you monitor the soil’s water intake. Plant Replacement - Unhealthy plants that may cause widespread infestation of other nearby plants shall be immediately removed from the site. Any vegetation removed from the site must be recorded and submitted with the daily maintenance log. The area shall be treated to prevent further infestation. The plant shall then be replaced with a healthy specimen of the same species and size. This work shall have a pre-established budget allowance for the year. A spring inspection of all plant materials shall be performed to identify those plant materials that are not in vigorously healthy condition. Unhealthy plant materials shall be evaluated. If the problem is determined to be minor the plant material shall be given appropriate restorative care in accordance with this maintenance guideline until it is restored to a vigorously healthy condition. Unhealthy plant materials that do not respond to restorative care or are determined to be beyond saving shall be replaced with a healthy specimen of the same species and size. In the case of the necessity of replacing extremely large plant materials the Landscape Architect shall determine the size of the replacement plant. Pruning - Proper pruning is the selective removal of branches without changing the plant’s natural appearance, or habit of growth. All tree pruning is to be performed by a licensed Arborist. All branches that are dead, broken, scared or crossing should be removed. All cuts should be made at the collar and not cut flush with the base. Stormwater Report Hyannisport, MA April 2023 Pruning on the site shall be done for the following purposes; · To maintain or reduce the size of a tree or shrub · To remove dead, diseased or damaged branches · To rejuvenate old shrubs and encourage new growth · To stimulate future flower and fruit development · To maximize the visibility of twig color · To prevent damage and reduce hazards to people and properties All shrubs are recommended to be pruned on an annual basis to prevent the shrub from becoming overgrown and eliminate the need for drastic pruning. There are several types of pruning for deciduous shrubs. Hand snips should be used to maintain a more natural look or hand shears can be used for a more formal appearance. Winter Protection - All trees and shrubs are to be watered, fertilized, and mulched before the first frost. All stakes should be checked and ties adjusted. Damaged branches should be pruned. Broadleaf and Coniferous Evergreen plant materials are to be sprayed with an anti-desiccant product to prevent winter burn. The application shall be repeated during a suitable mid-winter thaw. Shrubs located in areas likely to be piled with snow during snow removal (but not designated as Snow Storage Areas) shall be marked by six-foot high poles with bright green banner flags. Stockpiles of snow are not to be located in these areas due to potential damage to the plant materials from both the weight of the snow and the snow melting chemicals. At the fall landscape maintenance conference parameters will be discussed between the Landscape Maintenance Contractor and the snow removal contractor to assure minimal damage and loss of landscape amenities during the winter season. Seasonal Clean Up - A thorough spring cleanup is to be performed. This includes the removal and replacement of dead or unhealthy plant materials and the cleanup of plant debris and any general debris that has accumulated over the winter season. Mulch is to be lightly raked to clean debris from the surface without removing any mulch. Twigs and debris are to be removed from the planting beds throughout the growing season. Mulching - Planting beds shall be mulched with a treated shredded hardwood mulch free from dirt, debris, and insects. A sample of this mulch shall be given to the Owner for approval prior to installation. Maintain a 2-3” maximum depth and keep free of weeds either by hand weeding or by the use of a pre-emergent weed control such as Treflan or Serfian. Seasonal re-mulching shall occur as necessary in the spring and the fall to maintain this minimum depth. When new mulch is added to the planting bed it shall be spread to create a total depth of no more than three inches. Edges should be maintained in a cleanly edged fashion. Mulch shall not be placed directly against the trunk of any tree or shrub. B. Groundcover and Perennials Disease and Pest Management – Pesticides and herbicides should be applied only as problems occur, with the proper chemical applied only by a trained professional or in the case of pesticide, a Certified Pesticide Applicator. Plants should be monitored weekly and treated accordingly. Fertilizer – The health of the plants can be maintained or improved, and their growth encouraged by an application of complete fertilizer. Apply a fertilizer such as 4-12-4 as growth becomes apparent and before mulching. Apply to all groundcover and perennial planting areas by hand and avoid letting the fertilizer come in contact with the foliage, or use a liquid fertilizer and apply by soaking the soil. Apply according to the manufacturers’ specifications. Fertilization shall stop at the end of July. Stormwater Report Hyannisport, MA April 2023 Water – Groundcovers and Perennials will need supplemental watering in order to become established, healthy plants. All new plants need to be watered once a week in cool weather, twice a week during warm weather, and up to three times in a week during periods of extreme heat and drought. Until established, groundcovers and perennials should be watered in such a manner as to totally saturate the soil in the root zone area, to a depth of 6 inches. Once established, perennials shall continue to be watered as necessary to maintain them in a vigorous healthy condition. Over-watering or constant saturation of the soil must be avoided as this could lead to root rot and other disease problems. The use of a soil moisture meter can help you monitor the soil’s water intake. On-site water shall be furnished by the Owner. Hose and other watering equipment shall be furnished by the Landscape Maintenance Contractor. Replacement – Any unhealthy plant/s that may cause widespread infestation of other nearby plants shall be immediately removed from the site. Any vegetation removed from the site must be recorded and submitted with the landscape maintenance log. The area shall be treated to prevent further infestation. The plant/s shall then be replaced with healthy specimen/s of the same species and size. Old Forge shall have a pre-established budget allowance for this type of replacement, each year. Plant material that is damaged as a result of other landscape maintenance activities, such as mowing, shall be replaced with healthy specimens of the same species and size, at no additional cost to the owner. Deadheading – Perennials shall be checked on a weekly basis and dead-headed once flowers have faded or as necessary based on plant type and duration of flower. Spent flowers can be pinched off with the thumb and forefinger. Continue to remove all faded flowers until Fall. All associated debris shall be removed from site daily. Staking – Upright-growing perennials need support especially when in flower. Use of bamboo stakes, galvanized wire hoops or mesh may be necessary for their support. Supports should be put in place before they have become too difficult to handle. The supports should not be taller than the mature height of the perennial plant. Division of Perennials – Two or three year-old perennials are easily divided in the spring if more plants are needed. To divide, cut out the entire section of plant to be divided, including roots. The larger divisions (those with three or more shoots), can be set out immediately in their permanent location, where they can be expected to bloom the same season. Smaller divisions are best planted in an out-of-the-way planting bed until the following autumn or spring, when they can be moved to their permanent location. Weeding – All planting beds should be kept weed-free. Weed either by hand or with a pre-emergent herbicide such as Treflen used according to manufacturers’ specifications. Manual weeding is to be used in combination with the use of spot applications of herbicides. Both live and dead weeds are to be pulled and removed from the site. All herbicide applications shall be documented in the Landscape Maintenance Log. The actual product label or the manufacturer’s product specification sheet for the specific product shall also be included in the Log. Only personnel with appropriate applicator licenses shall supervise and/or perform the application of pesticide products requiring a license. Winterizing – Perennial gardens should be cleaned-up when growth ceases in the fall. Remove foliage of plants that normally die down to the ground. Divide and replant over-grown clumps. C. Lawn Areas - Turf Systems Mowing – Proper mowing is an integral part of any good turf maintenance program. Without it, the finest in fertilization, watering and other vital maintenance practices would be completely ineffective. Proper mowing will help control dicot weeds; help the turf survive during periods of extreme heat, and gain strength and vigor to resist disease and other infestations. Stormwater Report Hyannisport, MA April 2023 Mowing height – The proper mowing height will vary somewhat according to the type of grass. The most common type of seed & sod lawns contain a mixture of bluegrass, fine fescue and perennial rye, which should be mowed at 2-3 inches. Mowing frequency – The basic rule of thumb for mowing frequency is to never remove more than 1/3 of the grass blade in one mowing. Example: if you want to mow your turf at 2 inches, you should cut it when it reaches 3 inches. Removing more than ½ of the grass plant at a time can put the plant into shock, thus making it more susceptible to stress disease and weed infestation. Mowing frequency will vary with the growing season and should be set by the plant height and not a set date. It will often be necessary to mow twice a week during periods of surge growth to help maintain plant health and color. Mowing should be cut back during periods of stress. Grass clippings should be removed whenever they are thick enough to layer the turf. The return of clippings to the soil actually adds nutrients and helps retain moisture. Heavily clumped grass clippings are a sign of infrequent mowing, calling for an adjustment in the mowing schedule. When mowing any area, try to alternate mowing patterns. This tends to keep grass blades more erect and assures an even cut. A dull mower will cause color loss due to tearing of the turf plant, and since mowing will ultimately determine the appearance of any turf area there is an absolute necessity for a clean sharp cut. Weed & Pest Control and Fertilizing- In order to maintain turf grass health, vigor color, and nutrients, fertilizer must be added to the soil. Recommendations for fertilization of lawn areas are as follows; fertilize at the rate of one (1) pound of nitrogen per thousand square feet, per year is optimum. Fertilizer should be a balanced slow release, sulfur coated type fertilizer. Weed Control - All turf areas will require some weed control, for both weed grasses and dicot weeds. Weeds should be treated at the appropriate time and with a material labeled for the target weed. Please refer to the fertilizer weed and pest schedule for timing. Pest Control - All turf areas will require some pest control. Pests should be treated at the appropriate time with a material labeled for the target pest. Please refer to the fertilizer, weed and pest schedule for timing. Lime - A common cause for an unhealthy lawn is acidic soil. When the PH is below the neutral range (between 6-7) vital plant nutrients become fixed in the soil and cannot be absorbed by the grass plant. Lime corrects an acid soil condition, supplies calcium for plant growth and improves air and water circulation. Limestone applied at the rate of 50 lbs. per thousand square feet will adjust the soil PH one point over a period of 6-9 months. Stormwater Report Hyannisport, MA April 2023 D. Fertilizer, Weed & Pest Control Schedule – Turf Systems Spring - Fertilize one (1) pound of nitrogen per 1,000 square feet (April) Pre-emergent weed grass control Broadleaf weed control Late Spring - Fertilize one (1) pound of nitrogen per 1,000 square feet (June) Pre-emergent weed grass control Broadleaf weed control Insect Control (if needed) *Summer - Fertilize one (1) pound of nitrogen per 1,000 square feet (August) Broadleaf weed control (if needed) Insect Control (if needed) Fall - Fertilize one (1) pound of nitrogen per 1,000 square feet (September) *Omit if area is not to be irrigated Lawn Maintenance Task Schedule MARCH (Weather permitting) · Clean up winter debris, sand, leaves, trash etc. · Re-edge mulch beds, maintain at 2-3” maximum. · Fertilize plants · Aerate and thatch turf (conditions permitting) APRIL · Reseed or sod all areas needing attention. · Fertilize and weed control · Lime · Start mowing when grass reaches 2-1/2”, mow to 2” MAY · Mow turf to 2-2-1/2” · Weed as necessary. · Check for disease and pest problems in both turf and plants. JUNE · Mow turf to 2-1/2” – 3” · Fertilize and weed control. · Weed · Check for disease and pest problems in both turf and plants, treat as necessary. Stormwater Report Hyannisport, MA April 2023 PROVISIONS FOR SOLID WASTE MANAGEMENT (SITE TRASH) Trash will be placed in on-site dumpsters and the Owner will make provisions for its regular and timely removal. TRAINING OF STAFF OR PERSONNEL INVOLVED WITH IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN The Long-Term Pollution Prevention Plan is to be implemented by property owner of the site. Trained and, if required, licensed Professionals are to be hired by the owner as applicable to implement the Long-Term Pollution Prevention Plan. LIST OF EMERGENCY CONTACTS FOR IMPLEMENTING LONG-TERM POLLUTION PREVENTION PLAN The applicant will be required to implement the Long-Term Pollution Prevention Plan and will create and maintain a list of emergency contacts. Stormwater Report Hyannisport, MA April 2023 SECTION 6.0 HYDROLOGY CALCULATIONS Stormwater Report Hyannisport, MA April 2023 6.01 PRE-DEVELOPMENT HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 1S Entirety of Site 6R Eastern Wetland Routing Diagram for 4948208-PRE Prepared by BSC Group, Printed 5/1/2023 HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 2HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 30,697 39 >75% Grass cover, Good, HSG A (1S) 62,280 98 Unconnected pavement, HSG A (1S) 27,428 30 Woods, Good, HSG A (1S) 120,405 67 TOTAL AREA 4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 3HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 120,405 HSG A 1S 0 HSG B 0 HSG C 0 HSG D 0 Other 120,405 TOTAL AREA 4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 4HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 30,697 0 0 0 0 30,697 >75% Grass cover, Good 62,280 0 0 0 0 62,280 Unconnected pavement 27,428 0 0 0 0 27,428 Woods, Good 120,405 0 0 0 0 120,405 TOTAL AREA Type III 24-hr 100-year Rainfall=7.10"4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 5HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Muskingum-Cunge method - Pond routing by Stor-Ind method Runoff Area=120,405 sf 51.73% Impervious Runoff Depth>3.38"Subcatchment 1S: Entirety of Site Tc=6.0 min CN=67 Runoff=10.94 cfs 33,940 cf Inflow=10.94 cfs 33,940 cfReach 6R: Eastern Wetland Outflow=10.94 cfs 33,940 cf Total Runoff Area = 120,405 sf Runoff Volume = 33,940 cf Average Runoff Depth = 3.38" 48.27% Pervious = 58,125 sf 51.73% Impervious = 62,280 sf Type III 24-hr 100-year Rainfall=7.10"4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 6HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Entirety of Site Runoff = 10.94 cfs @ 12.09 hrs, Volume= 33,940 cf, Depth> 3.38" Routed to Reach 6R : Eastern Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 62,280 98 Unconnected pavement, HSG A 30,697 39 >75% Grass cover, Good, HSG A 27,428 30 Woods, Good, HSG A 120,405 67 Weighted Average 58,125 48.27% Pervious Area 62,280 51.73% Impervious Area 62,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minumum Tc Value Subcatchment 1S: Entirety of Site Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=120,405 sf Runoff Volume=33,940 cf Runoff Depth>3.38" Tc=6.0 min CN=67 10.94 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-PRE Printed 5/1/2023Prepared by BSC Group Page 7HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Reach 6R: Eastern Wetland [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 120,405 sf, 51.73% Impervious, Inflow Depth > 3.38" for 100-year event Inflow = 10.94 cfs @ 12.09 hrs, Volume= 33,940 cf Outflow = 10.94 cfs @ 12.09 hrs, Volume= 33,940 cf, Atten= 0%, Lag= 0.0 min Routing by Muskingum-Cunge method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 6R: Eastern Wetland Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=120,405 sf 10.94 cfs 10.94 cfs Stormwater Report Hyannisport, MA April 2023 6.02 POST-DEVELOPMENT HYDROLOGY CALCULATIONS (HYDROCAD™ PRINTOUTS) 1S Rest of Site 2S Existing PBall 3S Existing Tennis 4S Prop. PBall 5S Prop Grav. Lot 6R Eastern Wetland 1P Infiltration Basin 2P Tennis Courts 3P Pickleball Courts 4P Parking Lot Routing Diagram for 4948208-POST - Copy - bgy review Prepared by BSC Group, Printed 5/1/2023 HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 2HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 46,012 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 5S) 6,401 96 Gravel surface, HSG A (5S) 127 98 Paved parking, HSG A (5S) 67,865 98 Unconnected pavement, HSG A (1S, 2S, 3S, 4S) 120,405 75 TOTAL AREA 4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 3HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 120,405 HSG A 1S, 2S, 3S, 4S, 5S 0 HSG B 0 HSG C 0 HSG D 0 Other 120,405 TOTAL AREA 4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 4HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 46,012 0 0 0 0 46,012 >75% Grass cover, Good 6,401 0 0 0 0 6,401 Gravel surface 127 0 0 0 0 127 Paved parking 67,865 0 0 0 0 67,865 Unconnected pavement 120,405 0 0 0 0 120,405 TOTAL AREA 4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 5HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 3P 8.77 7.00 75.0 0.0236 0.013 0.0 4.0 0.0 Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 6HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=31,594 sf 18.23% Impervious Runoff Depth>1.20"Subcatchment 1S: Rest of Site Tc=6.0 min UI Adjusted CN=44 Runoff=0.748 cfs 3,154 cf Runoff Area=15,278 sf 97.65% Impervious Runoff Depth>6.74"Subcatchment 2S: Existing PBall Tc=6.0 min CN=97 Runoff=2.434 cfs 8,577 cf Runoff Area=47,224 sf 74.36% Impervious Runoff Depth>5.12"Subcatchment 3S: Existing Tennis Tc=6.0 min CN=83 Runoff=6.381 cfs 20,138 cf Runoff Area=17,025 sf 70.88% Impervious Runoff Depth>4.89"Subcatchment 4S: Prop. PBall Tc=6.0 min CN=81 Runoff=2.215 cfs 6,942 cf Runoff Area=9,284 sf 1.37% Impervious Runoff Depth>4.67"Subcatchment 5S: Prop Grav. Lot Tc=6.0 min CN=79 Runoff=1.160 cfs 3,614 cf Inflow=2.862 cfs 5,590 cfReach 6R: Eastern Wetland Outflow=2.862 cfs 5,590 cf Peak Elev=7.22' Storage=1,052 cf Inflow=2.434 cfs 8,577 cfPond 1P: Infiltration Basin Discarded=0.259 cfs 6,141 cf Primary=2.119 cfs 2,436 cf Outflow=2.378 cfs 8,577 cf Peak Elev=6.26' Storage=4,133 cf Inflow=6.381 cfs 20,138 cfPond 2P: Tennis Courts Outflow=1.850 cfs 20,144 cf Peak Elev=8.80' Storage=0.038 af Inflow=2.215 cfs 6,942 cfPond 3P: Pickleball Courts Discarded=0.509 cfs 6,942 cf Primary=0.001 cfs 1 cf Outflow=0.511 cfs 6,943 cf Peak Elev=6.44' Storage=0.014 af Inflow=1.160 cfs 3,614 cfPond 4P: Parking Lot Outflow=0.384 cfs 3,615 cf Total Runoff Area = 120,405 sf Runoff Volume = 42,425 cf Average Runoff Depth = 4.23" 43.53% Pervious = 52,413 sf 56.47% Impervious = 67,992 sf Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 7HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Rest of Site Runoff = 0.748 cfs @ 12.11 hrs, Volume= 3,154 cf, Depth> 1.20" Routed to Reach 6R : Eastern Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Adj Description 5,761 98 Unconnected pavement, HSG A 25,833 39 >75% Grass cover, Good, HSG A 31,594 50 44 Weighted Average, UI Adjusted 25,833 81.77% Pervious Area 5,761 18.23% Impervious Area 5,761 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Tc Value Subcatchment 1S: Rest of Site Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=31,594 sf Runoff Volume=3,154 cf Runoff Depth>1.20" Tc=6.0 min UI Adjusted CN=44 0.748 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 8HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Existing PBall Runoff = 2.434 cfs @ 12.08 hrs, Volume= 8,577 cf, Depth> 6.74" Routed to Pond 1P : Infiltration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 359 39 >75% Grass cover, Good, HSG A 14,919 98 Unconnected pavement, HSG A 15,278 97 Weighted Average 359 2.35% Pervious Area 14,919 97.65% Impervious Area 14,919 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Tc Value Subcatchment 2S: Existing PBall Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=15,278 sf Runoff Volume=8,577 cf Runoff Depth>6.74" Tc=6.0 min CN=97 2.434 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 9HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Existing Tennis Runoff = 6.381 cfs @ 12.09 hrs, Volume= 20,138 cf, Depth> 5.12" Routed to Pond 2P : Tennis Courts Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 12,107 39 >75% Grass cover, Good, HSG A 35,117 98 Unconnected pavement, HSG A 47,224 83 Weighted Average 12,107 25.64% Pervious Area 35,117 74.36% Impervious Area 35,117 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Tc Value Subcatchment 3S: Existing Tennis Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=47,224 sf Runoff Volume=20,138 cf Runoff Depth>5.12" Tc=6.0 min CN=83 6.381 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 10HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Prop. PBall Runoff = 2.215 cfs @ 12.09 hrs, Volume= 6,942 cf, Depth> 4.89" Routed to Pond 3P : Pickleball Courts Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 4,957 39 >75% Grass cover, Good, HSG A 12,068 98 Unconnected pavement, HSG A 17,025 81 Weighted Average 4,957 29.12% Pervious Area 12,068 70.88% Impervious Area 12,068 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Tc Value Subcatchment 4S: Prop. PBall Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=17,025 sf Runoff Volume=6,942 cf Runoff Depth>4.89" Tc=6.0 min CN=81 2.215 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 11HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Prop Grav. Lot Runoff = 1.160 cfs @ 12.09 hrs, Volume= 3,614 cf, Depth> 4.67" Routed to Pond 4P : Parking Lot Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-year Rainfall=7.10" Area (sf) CN Description 127 98 Paved parking, HSG A 6,401 96 Gravel surface, HSG A 2,756 39 >75% Grass cover, Good, HSG A 9,284 79 Weighted Average 9,157 98.63% Pervious Area 127 1.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Minimum Tc Value Subcatchment 5S: Prop Grav. Lot Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-year Rainfall=7.10" Runoff Area=9,284 sf Runoff Volume=3,614 cf Runoff Depth>4.67" Tc=6.0 min CN=79 1.160 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 12HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Reach 6R: Eastern Wetland [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 63,897 sf, 51.25% Impervious, Inflow Depth > 1.05" for 100-year event Inflow = 2.862 cfs @ 12.10 hrs, Volume= 5,590 cf Outflow = 2.862 cfs @ 12.10 hrs, Volume= 5,590 cf, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 6R: Eastern Wetland Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=63,897 sf 2.862 cfs 2.862 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 13HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Infiltration Basin Inflow Area = 15,278 sf, 97.65% Impervious, Inflow Depth > 6.74" for 100-year event Inflow = 2.434 cfs @ 12.08 hrs, Volume= 8,577 cf Outflow = 2.378 cfs @ 12.10 hrs, Volume= 8,577 cf, Atten= 2%, Lag= 1.1 min Discarded = 0.259 cfs @ 12.10 hrs, Volume= 6,141 cf Primary = 2.119 cfs @ 12.10 hrs, Volume= 2,436 cf Routed to Reach 6R : Eastern Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 7.22' @ 12.10 hrs Surf.Area= 956 sf Storage= 1,052 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.9 min ( 773.5 - 748.6 ) Volume Invert Avail.Storage Storage Description #1 5.50' 3,435 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) 5.50 285 127.5 0 0 285 6.00 472 135.2 187 187 459 7.00 868 150.6 660 847 837 8.00 1,293 166.1 1,073 1,921 1,259 9.00 1,746 181.5 1,514 3,435 1,719 Device Routing Invert Outlet Devices #1 Discarded 5.50'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 3.14' #2 Primary 7.00'8.0' long + 1.0 '/' SideZ x 8.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.259 cfs @ 12.10 hrs HW=7.22' (Free Discharge) 1=Exfiltration ( Controls 0.259 cfs) Primary OutFlow Max=2.117 cfs @ 12.10 hrs HW=7.22' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.117 cfs @ 1.15 fps) Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 14HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 1P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=15,278 sf Peak Elev=7.22' Storage=1,052 cf 2.434 cfs 2.378 cfs 0.259 cfs 2.119 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 15HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Pond 2P: Tennis Courts [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=514) Inflow Area = 47,224 sf, 74.36% Impervious, Inflow Depth > 5.12" for 100-year event Inflow = 6.381 cfs @ 12.09 hrs, Volume= 20,138 cf Outflow = 1.850 cfs @ 12.43 hrs, Volume= 20,144 cf, Atten= 71%, Lag= 20.4 min Discarded = 1.850 cfs @ 12.43 hrs, Volume= 20,144 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 6.26' @ 12.43 hrs Surf.Area= 6,388 sf Storage= 4,133 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 12.3 min ( 811.6 - 799.3 ) Volume Invert Avail.Storage Storage Description #1A 5.20' 4,533 cf 30.75'W x 207.75'L x 2.54'H Field A 16,237 cf Overall - 4,905 cf Embedded = 11,332 cf x 40.0% Voids #2A 5.70' 4,905 cf Cultec R-150XLHD x 180 Inside #1 Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 9 rows 9,438 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.20'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 3.14' Discarded OutFlow Max=1.850 cfs @ 12.43 hrs HW=6.26' (Free Discharge) 1=Exfiltration ( Controls 1.850 cfs) Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 16HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 2P: Tennis Courts - Chamber Wizard Field A Chamber Model = Cultec R-150XLHD (Cultec Recharger® 150XLHD) Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 9 rows 33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing 20 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 205.75' Row Length +12.0" End Stone x 2 = 207.75' Base Length 9 Rows x 33.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 30.75' Base Width 6.0" Stone Base + 18.5" Chamber Height + 6.0" Stone Cover = 2.54' Field Height 180 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 9 Rows = 4,905.3 cf Chamber Storage 16,237.0 cf Field - 4,905.3 cf Chambers = 11,331.7 cf Stone x 40.0% Voids = 4,532.7 cf Stone Storage Chamber Storage + Stone Storage = 9,438.0 cf = 0.217 af Overall Storage Efficiency = 58.1% Overall System Size = 207.75' x 30.75' x 2.54' 180 Chambers 601.4 cy Field 419.7 cy Stone Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 17HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 2P: Tennis Courts Inflow Discarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=47,224 sf Peak Elev=6.26' Storage=4,133 cf 6.381 cfs 1.850 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 18HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Pickleball Courts [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=486) Inflow Area = 17,025 sf, 70.88% Impervious, Inflow Depth > 4.89" for 100-year event Inflow = 2.215 cfs @ 12.09 hrs, Volume= 6,942 cf Outflow = 0.511 cfs @ 12.49 hrs, Volume= 6,943 cf, Atten= 77%, Lag= 24.3 min Discarded = 0.509 cfs @ 12.49 hrs, Volume= 6,942 cf Primary = 0.001 cfs @ 12.49 hrs, Volume= 1 cf Routed to Reach 6R : Eastern Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.80' @ 12.49 hrs Surf.Area= 0.047 ac Storage= 0.038 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 19.0 min ( 823.4 - 804.3 ) Volume Invert Avail.Storage Storage Description #1A 7.50' 0.034 af 17.75'W x 115.50'L x 2.54'H Field A 0.120 af Overall - 0.035 af Embedded = 0.085 af x 40.0% Voids #2A 8.00' 0.035 af Cultec R-150XLHD x 55 Inside #1 Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 5 rows 0.069 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 7.50'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 3.14' #2 Primary 8.77'4.0" Round Culvert L= 75.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 8.77' / 7.00' S= 0.0236 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Discarded OutFlow Max=0.509 cfs @ 12.49 hrs HW=8.80' (Free Discharge) 1=Exfiltration ( Controls 0.509 cfs) Primary OutFlow Max=0.001 cfs @ 12.49 hrs HW=8.80' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.001 cfs @ 0.44 fps) Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 19HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 3P: Pickleball Courts - Chamber Wizard Field A Chamber Model = Cultec R-150XLHD (Cultec Recharger® 150XLHD) Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 5 rows 33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing 11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 = 115.50' Base Length 5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width 6.0" Stone Base + 18.5" Chamber Height + 6.0" Stone Cover = 2.54' Field Height 55 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,503.3 cf Chamber Storage 5,210.7 cf Field - 1,503.3 cf Chambers = 3,707.4 cf Stone x 40.0% Voids = 1,483.0 cf Stone Storage Chamber Storage + Stone Storage = 2,986.3 cf = 0.069 af Overall Storage Efficiency = 57.3% Overall System Size = 115.50' x 17.75' x 2.54' 55 Chambers 193.0 cy Field 137.3 cy Stone Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 20HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 3P: Pickleball Courts Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=17,025 sf Peak Elev=8.80' Storage=0.038 af 2.215 cfs 0.511 cfs 0.509 cfs 0.001 cfs Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 21HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Summary for Pond 4P: Parking Lot [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=535) Inflow Area = 9,284 sf, 1.37% Impervious, Inflow Depth > 4.67" for 100-year event Inflow = 1.160 cfs @ 12.09 hrs, Volume= 3,614 cf Outflow = 0.384 cfs @ 12.39 hrs, Volume= 3,615 cf, Atten= 67%, Lag= 18.2 min Discarded = 0.384 cfs @ 12.39 hrs, Volume= 3,615 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 6.44' @ 12.39 hrs Surf.Area= 0.036 ac Storage= 0.014 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.9 min ( 817.0 - 809.2 ) Volume Invert Avail.Storage Storage Description #1A 5.70' 0.026 af 24.25'W x 64.25'L x 2.54'H Field A 0.091 af Overall - 0.026 af Embedded = 0.064 af x 40.0% Voids #2A 6.20' 0.026 af Cultec R-150XLHD x 42 Inside #1 Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 7 rows 0.052 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 5.70'8.270 in/hr Exfiltration over Horizontal area Conductivity to Groundwater Elevation = 3.14' Discarded OutFlow Max=0.384 cfs @ 12.39 hrs HW=6.44' (Free Discharge) 1=Exfiltration ( Controls 0.384 cfs) Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 22HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 4P: Parking Lot - Chamber Wizard Field A Chamber Model = Cultec R-150XLHD (Cultec Recharger® 150XLHD) Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.25'L = 27.2 cf Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap Row Length Adjustment= +0.75' x 2.65 sf x 7 rows 33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing 6 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 62.25' Row Length +12.0" End Stone x 2 = 64.25' Base Length 7 Rows x 33.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.25' Base Width 6.0" Stone Base + 18.5" Chamber Height + 6.0" Stone Cover = 2.54' Field Height 42 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 7 Rows = 1,154.3 cf Chamber Storage 3,960.1 cf Field - 1,154.3 cf Chambers = 2,805.8 cf Stone x 40.0% Voids = 1,122.3 cf Stone Storage Chamber Storage + Stone Storage = 2,276.6 cf = 0.052 af Overall Storage Efficiency = 57.5% Overall System Size = 64.25' x 24.25' x 2.54' 42 Chambers 146.7 cy Field 103.9 cy Stone Type III 24-hr 100-year Rainfall=7.10"4948208-POST - Copy - bgy review Printed 5/1/2023Prepared by BSC Group Page 23HydroCAD® 10.20-2f s/n 00904 © 2022 HydroCAD Software Solutions LLC Pond 4P: Parking Lot Inflow Discarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=9,284 sf Peak Elev=6.44' Storage=0.014 af 1.160 cfs 0.384 cfs Stormwater Report Hyannisport, MA April 2023 SECTION 7.0 ADDITIONAL DRAINAGE CALCULATIONS Stormwater Report Hyannisport, MA April 2023 7.01 GROUNDWATER RECHARGE VOLUME CALCULATIONS Stormwater Report Hyannisport, MA April 2023 Required Recharge Volume Rv = F x Impervious Area Where: Rv = Recharge Volume F=Target Depth Factor associated with each Hydrologic Soil Group (F=0.60-inch for Soil Type A) Impervious Area = Proposed Pavement, Gravel Parking Lot, and Court Surface area on-site = 0.60 12 /1.7078 43,560 = 3719.65 Rv = 3720 cf (required recharge volume) Structural Storage Provided: o Underground Infiltration Systems = 15,548 cubic feet provided (total incl. 3 Cultec Chamber Systems and Infiltration Basin) Refer to the HydroCAD calculations for more information. Drawdown Time The following formula must be used to demonstrate that each proposed infiltration BMP will drain within 72 hours: Time drawdown = Rv (K)(Bottom Area) Rv = Storage Volume (Required Recharge Volume) K = Saturated Hydraulic Conductivity For “Static” and “Simple Dynamic” Methods, use Rawls Rate Bottom Area = Bottom Area of Recharge Structure Dry Wells Time drawdown = 3720 ft3 (8.27 in/hr)(1 ft/12 in)(10,230 ft2) Time drawdown = .528 hours Stormwater Report Hyannisport, MA April 2023 7.02 WATER QUALITY VOLUME CALCULATIONS Stormwater Report Hyannisport, MA April 2023 Water Quality Volume Calculation VWQ = (DWQ/12 inches/foot) * (AIMP square feet) VWQ = Required Water Quality Volume (in cubic feet) DWQ = Water Quality Depth: 1.0-inch used (rapid infiltration rate, greater than 2.4 inches per hour) AIMP = Total Impervious Area (in acres) used for driveways, parking, etc. Infiltration BMPs AIMP = 74,393 sq. ft. * 1 acre / 43,560 sq. ft. = 1.7078 acre VWQ = (1 inches/12 inches/foot) * (1.7078 ac x 43,560 sq. ft./acre) VWQ = 6199.416 cubic feet (required volume), provided volume = 15,548 cubic feet (refer to HydroCAD) Stormwater Report Hyannisport, MA April 2023 7.03 GROUNDWATER MOUNDING ANALYSIS CALCULATIONS Hantush Groundwater Mounding Analysis 2 Irving Ave, Bedford MA INFILTRATION POND 1P use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 1.2860 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.230 Sy Specific yield, Sy (dimensionless, between 0 and 1) 16.54 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 9.890 x 1/2 length of basin (x direction, in feet) 46.500 y 1/2 width of basin (y direction, in feet)hours days 0.969 t duration of infiltration period (days)36 1.50 3.140 hi(0)initial thickness of saturated zone (feet) 5.775 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 2.635 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 2.635 0 1.050 20 0.140 40 0.040 50 0.011 60 0.004 70 0.002 80 0.002 90 0.002 100 0.002 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 3.000 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Hantush Groundwater Mounding Analysis 2 Irving Ave, Hyannisport, MA INFILTRATION POND 2P use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.9510 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.230 Sy Specific yield, Sy (dimensionless, between 0 and 1) 16.54 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 15.875 x 1/2 length of basin (x direction, in feet) 203.875 y 1/2 width of basin (y direction, in feet)hours days 0.798 t duration of infiltration period (days)36 1.50 3.140 hi(0)initial thickness of saturated zone (feet) 5.525 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 2.385 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 2.385 0 1.147 20 0.138 40 0.035 50 0.008 60 0.002 70 0.001 80 0.001 90 0.001 100 0.001 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.500 1.000 1.500 2.000 2.500 3.000 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Hantush Groundwater Mounding Analysis 2 Irving Ave, Hyannisport, MA INFILTRATION POND 3P use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 1.1300 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.230 Sy Specific yield, Sy (dimensionless, between 0 and 1) 16.54 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 8.875 x 1/2 length of basin (x direction, in feet) 57.750 y 1/2 width of basin (y direction, in feet)hours days 0.767 t duration of infiltration period (days)36 1.50 3.140 hi(0)initial thickness of saturated zone (feet) 5.064 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 1.924 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 1.924 0 0.601 20 0.054 40 0.012 50 0.003 60 0.002 70 0.001 80 0.001 90 0.001 100 0.001 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now -0.500 0.000 0.500 1.000 1.500 2.000 2.500 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Hantush Groundwater Mounding Analysis 2 Irving Ave, Hyannisport, MA INFILTRATION POND 4P use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 0.7770 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.230 Sy Specific yield, Sy (dimensionless, between 0 and 1) 16.54 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 12.125 x 1/2 length of basin (x direction, in feet) 32.125 y 1/2 width of basin (y direction, in feet)hours days 0.740 t duration of infiltration period (days)36 1.50 3.140 hi(0)initial thickness of saturated zone (feet) 4.715 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 1.575 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 1.575 0 0.562 20 0.052 40 0.012 50 0.003 60 0.001 70 0.001 80 0.001 90 0.001 100 0.001 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.800 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Stormwater Report Hyannisport, MA April 2023 APPENDIX A USGS LOCUS MAP Stormwater Report Hyannisport, MA April 2023 APPENDIX B FEMA MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 4/20/2023 at 3:22 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 70°18'55"W 41°38'16"N 70°18'18"W 41°37'50"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Stormwater Report Hyannisport, MA April 2023 APPENDIX C WEB SOIL SURVEY United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Barnstable County, MassachusettsNatural Resources Conservation Service April 20, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 460989046099304609970461001046100504610090461013046101704610210460989046099304609970461001046100504610090461013046101704610210390770 390810 390850 390890 390930 390970 391010 390770 390810 390850 390890 390930 390970 391010 41° 38' 10'' N 70° 18' 41'' W41° 38' 10'' N70° 18' 30'' W41° 37' 59'' N 70° 18' 41'' W41° 37' 59'' N 70° 18' 30'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,650 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 19, Sep 9, 2022 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded 1.5 32.3% 252B Carver coarse sand, 3 to 8 percent slopes 1.9 38.9% 252C Carver coarse sand, 8 to 15 percent slopes 1.4 28.8% Totals for Area of Interest 4.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report 11 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Stormwater Report Hyannisport, MA April 2023 APPENDIX D SOIL TEST PIT LOGS t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 1 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Owner Name Street Address Map/Lot # City State Zip Code B. Site Information 1. (Check one) New Construction Upgrade Repair 2. Soil Survey Available? Yes No If yes: Source Soil Map Unit Soil Name Soil Limitations Geologic/Parent Material Landform 3. Surficial Geological Report Available? Yes No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? Yes No If Yes, continue to #5. Within the 100-year flood boundary? Yes No 5. Within a velocity zone? Yes No 6. Within a Mapped Wetland Area? Yes No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): Month/Year Range: Above Normal Normal Below Normal 8. Other references reviewed: t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: Date Time Weather 1. Location Ground Elevation at Surface of Hole: feet Latitude/Longitude: / Description of Location: 2. Land Use (e.g., woodland, agricultural field, vacant lot, etc.) Surface Stones (e.g., cobbles, stones, boulders, etc.) Slope (%) Vegetation Landform Position on Landscape (SU, SH, BS, FS, TS) 3. Distances from: Open Water Body feet Drainage Way feet Wetlands feet Property Line feet Drinking Water Well feet Other feet 4. Parent Material: Unsuitable Materials Present: Yes No If Yes: Disturbed Soil Fill Material Impervious Layer(s) Weathered/Fractured Rock Bedrock 5. Groundwater Observed: Yes No If yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: inches elevation t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil StructureSoil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones Additional Notes: t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 5 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil StructureSoil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones Additional Notes: t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 3 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil StructureSoil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones Additional Notes: t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 5 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: Depth (in.) Soil Horizon/ Layer Soil Matrix: Color-Moist (Munsell) Redoximorphic Features Soil Texture (USDA) Coarse Fragments % by Volume Soil StructureSoil Consistence (Moist) Other Depth Color Percent Gravel Cobbles & Stones Additional Notes: t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 6 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole # _________ Obs. Hole # _________ Depth observed standing water in observation hole inches inches Depth weeping from side of observation hole inches inches Depth to soil redoximorphic features (mottles) inches inches Depth to adjusted seasonal high groundwater (Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc – [Sr x (OWc – OWmax)/OWr] Obs. Hole # Sc Sr OWc OWmax OWr Sh Obs. Hole # Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? Yes No b. If yes, at what depth was it observed? Upper boundary: inches Lower boundary: inches c. If no, at what depth was impervious material observed? Upper boundary: inches Lower boundary: inches t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 7 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. Signature of Soil Evaluator Date Typed or Printed Name of Soil Evaluator / License # Expiration Date of License Note: In accordance with 310 CMR 15.018(2) this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. t5form11.doc • rev. 8/15 Form 11 – Soil Suitability Assessment for On-Site Sewage Disposal • Page 8 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: