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HomeMy WebLinkAbout20230110 NOI TOBDPW 720 Main Street_Rev1-AppE thru End APPENDIX E Stormwater Report STORMWATER REPORT 720 MAIN STREET PUMP STATION REPLACEMENT PROJECT CWSRF #6953 Wetland Notice of Intent Town of Barnstable, MA December 27, 2022 _____________________________________________________________ Ziad F. Kary, P.E. Regional Manager and Senior Principal i TABLE OF CONTENTS LIST OF TABLES ......................................................................................................... II LIST OF APPENDICES ............................................................................................... III SECTION 1 EXECUTIVE SUMMARY ......................................................................... 1 SECTION 2 EXISTING CONDITIONS ....................................................................... 2 SECTION 2.1 SOIL INFORMATION .......................................................................................................... 2 SECTION 2.2 WETLAND RESOURCE AREAS ........................................................................................... 2 SECTION 2.3 EXISTING COLLECTION SYSTEM ...................................................................................... 2 SECTION 3 PROPOSED CONDITIONS .................................................................... 3 SECTION 3.1 PROPOSED DEVELOPMENT COLLECTION ...................................................................... 3 BMP: Cultec Subsurface Infiltration System ......................................................................... 4 SECTION 3.2 PROPOSED WATERSHED & DESIGN POINT INFORMATION......................................... 4 SECTION 4 METHODOLOGY .................................................................................. 1 SECTION 4.1 HYDROCAD VERSION 10.00 ............................................................................................. 1 SECTION 4.2 PRECIPITATION DATA ....................................................................................................... 1 SECTION 5 STORMWATER MANAGEMENT STANDARDS ...................................... 1 SECTION 5.1 STANDARD 1: NO NEW UNTREATED DISCHARGES ....................................................... 1 SECTION 5.2 STANDARD 2: PEAK RATE ATTENUATION ...................................................................... 1 SECTION 5.3 STANDARD 3: RECHARGE ................................................................................................. 2 SECTION 5.4 STANDARD 4: WATER QUALITY ....................................................................................... 2 SECTION 5.5 STANDARD 5: LAND USE WITH HIGHER POTENTIAL POLLUTANT LOADS ................. 3 SECTION 5.6 STANDARD 6: CRITICAL AREAS ........................................................................................ 4 SECTION 5.7 STANDARD 7: REDEVELOPMENT ..................................................................................... 4 SECTION 5.8 STANDARD 8: CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL ................................................................................................................. 4 SECTION 5.9 STANDARD 9: OPERATION AND MAINTENANCE PLAN (O&M PLAN) ......................... 4 SECTION 5.10 PROHIBITION OF ILLICIT DISCHARGES ........................................................................... 5 ii LIST OF TABLES Table 1: Impervious Area Summary................................................................................................................. 4 Table 2: NRCC Rainfall Intensities .................................................................................................................... 1 Table 3: Peak Flow Conditions by Design Point ............................................................................................. 1 iii LIST OF APPENDICES APPENDIX A ......................................................................................................................................................... 1 APPENDIX B ......................................................................................................................................................... 1 APPENDIX C ......................................................................................................................................................... 1 APPENDIX D ......................................................................................................................................................... 1 APPENDIX E ......................................................................................................................................................... 1 720 Main Street Pump Station Replacement 1 Stormwater Report December 29, 2022 SECTION 1 EXECUTIVE SUMMARY This report describes stormwater management for the new proposed sewer pump station at 725 Main Street and for the decommissioned sewer pump station site at 720 Main Street in Hyannis, MA. This report also supports the Notice of Intent application for the proposed stormwater improvements. The limits of the proposed improvements which includes approximately 0.35 acres of land within the Barnstable Department of Public Works (DPW) sewer and access easements at 725 Main Street in Hyannis. All of the proposed best management practices (BMPs) are within the Town DPW Sewer and Access Easements. The surrounding area primarily consists of developed residential and commercial lots and various wooded areas. The proposed work is funded under the Massachusetts Clean Water State Revolving Fund (CWSRF). The intent of the project is to improve water quality to Barnstable’s waters by collecting and treating wastewater. The existing sewer infrastructure is outdated and undersized, and the new pump station will accommodate resiliency and redundancy within the collection system. The proposed stormwater system project and stormwater best management practices (BMPs) mitigate new stormwater flows from the moderate increase in impervious area by providing significantly greater recharge to groundwater when compared to existing conditions. The area available for stormwater mitigation is limited due to the area of work restricted within the sewer and access easements. However, given these restrictions, the innovative solutions provided as part of this project significantly improve upon existing stormwater management practices, resulting in improved stormwater quality and cleaner resource areas. The project area includes two locations: the existing pump station site at 720 Main Street (to be decommissioned following commissioning of the new pump station) and the new pump station site at 725 Main Street. Since the decommissioned pump station will be returning impervious area to pervious area, there are no stormwater measures proposed. The focus of this report is on the new sewer pump station to be constructed at 725 Main Street, a Town-owned parcel with a sewer and access easement restriction for the scope of work. This report provides calculations documenting the design of the proposed stormwater conveyance/management system as indicated in the For Permitting Plans prepared by Environmental Partners Group, LLC (EP). The stormwater best management practices (BMPs) will consist of catch basins, drain manholes, leaching pits, and a Cultec Chamber infiltration system. 720 Main Street Pump Station Replacement 2 Stormwater Report December 29, 2022 SECTION 2 EXISTING CONDITIONS The limits of the proposed improvements at 725 Main Street is approximately 0.18 acres within the Barnstable Department of Public Works (DPW) sewer and access easements. The proposed best management practices (BMPs) are within the Town DPW Sewer and Access Easements. The surrounding area primarily consists of developed residential and commercial lots and wooded areas. SECTION 2.1 SOIL INFORMATION The Natural Resource Conservation Service (NRCS) maps a variety of soils within the limits of the proposed stormwater upgrades. Soils within the limits of work at 725 Main Street are unclassified and listed as urban land, with excavated and filled land as the parent material. Refer to the NRCS Web Soil Survey in Appendix C for more information. EP completed geotechnical soil borings at various locations along Main Street, Dumont Drive, and at the 725 Main Street pump station site. The purpose of the soil borings was to determine the soil profile, textures, and approximate depth to groundwater. Soil analysis showed that the soils were mostly wet brown sand with groundwater detected between 5 and 8.95 below surface grade (BSG). Some samples contained trace gravel or silt layers, and some samples had dark brown organic matter layers. Soils within the Pump Station area were classified as USCS type SP or poorly graded sands/gravelly sands with little or no fines. For the purposes of modeling stormwater infiltration, the Soil Hydrologic Group assumed was A, as the site is over 90% sand. The data was summarized in a Geotechnical Report which is included in Appendix C. SECTION 2.2 WETLAND RESOURCE AREAS Based on a wetland delineation performed by Pinebrook Consulting in December 2021, the proposed work activities are subject to the filing of a Notice of Intent with the Barnstable Conservation Commission and MassDEP. The proposed work area is located within the buffer zones of three different resource areas: Inland Bank, Riverfront Area, and Bordering Vegetated Wetlands (BVW). The new pump station at 725 Main Street limit of work is within the 100-foot buffer zone of the bordering vegetated wetland located south of the parcel. The existing pump station decommissioning is located within the 50-ft. buffer zone of the BVW, and within the 200-ft. buffer zone of the Riverfront Area. SECTION 2.3 EXISTING COLLECTION SYSTEM Record drawings indicate existing stormwater infrastructure is present at 725 Main Street, from when the site was previously developed as a gas station. The Town acquired the property in 2008 and converted the parcel to an Open Space parcel, with grass cover, trees, and sculptures. Upon a site visit performed on December 6, 2022, an existing catch basin exists in the roadway and a buried 720 Main Street Pump Station Replacement 3 Stormwater Report December 29, 2022 drain manhole along the southwestern side of 725 Main Street parcel was found. The diagram below shows the located drainage infrastructure. A test pit will be performed within the sewer easement to determine the exact location and elevation of the unknown drain manhole structure, also shown on Figure 1 below. Figure 1: Approximate Located DMH and Planned Test Pit Location, Not to Scale The existing 725 Main Street site is urban land, with fair-condition grass cover and a wooded area towards the rear of the property, close to Stewarts Creek. SECTION 3 PROPOSED CONDITIONS SECTION 3.1 PROPOSED DEVELOPMENT COLLECTION Proposed Pump Station features include a 1,600 sf driveway within the access easement sloping away from the resource area with infiltration trenches for collecting sheet flow. The new Pump Station building has a 1,560 sf roof with gutters leading directly to leaching pits on either side of the building, and a 4,850 sf new pavement area for DPW and Emergency Vehicles to access the Pump Station for regular and emergency maintenance and operation. The new pavement area will capture sheet flow through two catch basins, a common drain manhole, and outlet to an array of Cultec 330XLHD subsurface infiltration units. A summary of the proposed impervious features and their respective stormwater treatment is included in Table 1, below. DMH Located 720 Main Street Pump Station Replacement 4 Stormwater Report December 29, 2022 Table 1: Impervious Area Summary Description Impervious Area Treatment Access Driveway 1,600 sf Gravel infiltration trenches along both sides of the access driveway Pump Station Roof 1,560 sf Roof leaders will drain into two (2) leaching pits at front and rear of building Pump Station Maintenance Area 4,850 sf Catch basins drain to manhole with outlet into Cultec Subsurface Infiltration Units and overflow to existing drain collection pipe Total 8,010 sf Other work that will not be creating any new impervious surfaces as part of this project includes underground pipe replacement within the existing paved right of way and the decommissioning of the existing pump station, including the conversion of the impervious surfaces to pervious surfaces. BMP: Cultec Subsurface Infiltration System The proposed stormwater device to accommodate new sheet flow from the Pump Station Maintenance Area includes a subsurface infiltration chamber system (Cultec Recharger 330XLHD system, UGS-1). The proposed system has 9 chambers (3 rows, 3 chambers per row) surrounded by double washed ¾ inch stone. The bottom of the aggregate is a minimum of 2 feet above the estimated seasonal high groundwater. UGS-1 provides 80% TSS removal as outlined in the Massachusetts Stormwater Standards. SECTION 3.2 PROPOSED WATERSHED & DESIGN POINT INFORMATION The project area has two design points, 4L and 9L, for proposed condition calculations as described below. The minimum time of concentration for all proposed areas is calculated as 6 minutes (0.1 hr). •Design point 4L is the outlet from the Cultec infiltration system to the existing drain pipe via a new drain manhole. This is meant to be an emergency overflow, as the Cultec infiltration unit modeled infiltrates up to the 100-year design storm. •Design point 9L is overland flow that is not captured by the infiltration strips along the access driveway (in the event that the storm is greater than a 100-year storm event. This flow is captured by catch basins in the street which drain to the same drain manhole that the Cultec infiltration system discharges to, in an emergency overflow. Pond 6P as modeled is the leaching CB for the roof will fully infiltrate the 100-year storm for the roof, so that flow is discarded and does not have an associated design point. 720 Main Street Pump Station Replacement 1 Stormwater Report December 29, 2022 SECTION 4 METHODOLOGY EP completed a hydrologic analysis of the proposed project area utilizing Soil Conservation Service (SCS) Runoff Curve Number (CN) methodology. The SCS method calculates the rate at which the runoff reaches the design point considering several factors: the slope and flow lengths of the sub- catchment area, the soil type of the sub-catchment area, and the type of surface cover in the sub- catchment area. HydroCAD Version 10.00 computer modeling software was used in conjunction with the SCS method to determine the peak runoff rates and runoff volumes for the 2-, 10-, 25-, and 100- year, 24-hour storm events. SECTION 4.1 HYDROCAD VERSION 10.00 The HydroCAD computer program uses SCS and TR-20 methods to model drainage systems. TR-20 (Technical Release 20) was developed by the Soil Conservation Service to estimate runoff and peak discharges in small watersheds. TR-20 is generally accepted by engineers and reviewing authorities as the standard method for estimating runoff and peak discharges. HydroCAD Version 10.00 uses up to four types of components to analyze the hydrology of a given site: sub-catchments, reaches, ponds, and links. Sub-catchments are areas of land that produce surface runoff. The area, weighted CN, and time of concentration (Tc) characterize each individual sub-catchment area. Reaches are generally uniform streams, channels, or pipes that convey water from one point to another. A pond is any impoundment that fills with water from one or more sources and empties via an outlet structure. Links are used to introduce hydrographs into a project from another source or to provide a junction for more than one hydrograph within a project. The time span for the model was set for 0-48 hours. SECTION 4.2 PRECIPITATION DATA EP used the Extreme Precipitation tables from the Cornell University Northeast Regional Climate Center (NRCC) precipitation frequency estimates at this location to estimate the rainfall for the 1- inch, 2-year, 10-year, 25- year and 100-year 24-hour storms. These rainfall values for Barnstable County are as follows: Table 2: NRCC Rainfall Intensities Frequency 1 inch 2 year 10 year 25 year 100 year Rainfall (inches) 1.00 3.28 4.80 5.97 8.31 The proposed project meets the MassDEP Stormwater Management standards to maximum extent practicable. Compliance with these standards is described further below 720 Main Street Pump Station Replacement 1 Stormwater Report December 29, 2022 SECTION 5 STORMWATER MANAGEMENT STANDARDS The intent of the project is to proactively improve upon the aging and underperforming sewer infrastructure at 720 Main Street in Hyannis. To meet this goal, the construction of a new sewer pump station is required at 725 Main Street, where new impervious surfaces are critical to safe maintenance and operation of the sewer collection system. This project is not a typical development project in that it strictly consists of sewer infrastructure improvements with the removal of impervious surfaces at the decommissioned pump station site and introduction of new impervious area at the new pump station. The proposed stormwater improvements and BMPs have been designed to meet the MassDEP Stormwater Management Standards to the greatest extent practicable as summarized below. SECTION 5.1 STANDARD 1: NO NEW UNTREATED DISCHARGES The proposed improvements will not discharge any untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. The existing stormwater management system was likely installed prior to the promulgation of the Massachusetts Department of Environmental Protection Stormwater Management Standards and provides minimal treatment. The proposed design provides deep sump, hooded catch basins upstream of the Cultec Infiltration Chambers that infiltrate water up to the 100-year storm. In addition, the proposed design retains existing discharge points to the Intermittent Stream. The project will provide more treatment than the current management system and will not increase runoff rates or runoff volume. The project design complies with Standard 1. SECTION 5.2 STANDARD 2: PEAK RATE ATTENUATION The proposed improvements add impervious area to an urban land/grassed parcel. Peak flow rate attenuation, water quality, and groundwater recharge will be significantly improved upon as a result of the proposed stormwater BMPs associated with site improvements. The project will not increase runoff rates or runoff volume. The project design complies with Standard 2. Table 3: Peak Flow Conditions by Design Point Design Points 2-Year 10-Year 25-Year 100-Year 4L 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 9L* 0.00 cfs (0.07 cfs) 0.00 cfs (0.13 cfs) 0.00 cfs (0.17 cfs) 0.00 cfs (0.26 cfs) *Reach 9L estimates about 0.50 cfs of infiltration capacity. Therefore, the number shown is the difference between the estimated capacity and the runoff from the design storm. The design storm runoff value in parenthesis represents the inflow to the infiltration strips. 720 Main Street Pump Station Replacement 2 Stormwater Report December 29, 2022 SECTION 5.3 STANDARD 3: RECHARGE Currently, there are no BMPs providing recharge to groundwater at 725 Main Street. The former parcel (pre-2008) was a gas station, which had a stormwater collection system. After performing a site visit, the stormwater infrastructure was determined to be present based on the record drawing locations of drain pipe and drain manholes. The proposed project will tie into part of the existing drainage system for flows above the 100-year storm events only. All other storms will be infiltrated using the three infiltration BMPs including infiltration trenches along both sides of the access driveway, leaching pits to treat runoff from the pump station roof leaders, and the underground Cultec chambers. The restrictive layout of the sewer and access easements limit the capacity to provide groundwater recharge and water quality improvements within the project area. However, given these restrictions, the proposed stormwater systems meet Massachusetts Stormwater Standard 3 to the maximum extent practical. As stated within Volume 1 of the Massachusetts Stormwater Handbook, the intent of Standard 3 is to ensure that the infiltration volume of precipitation into the ground under post-development conditions is at least as much as that under pre-development conditions. Since there is an increase in impervious cover proposed, the minimum required recharge volume for this project is 401 cf. However, the combined efforts of the drywells, infiltration basin, and subsurface infiltration chamber system provide a static volume of 1,213 cubic feet of additional groundwater recharge volume compared to existing conditions. Refer to Appendix D of this report for calculations documenting provided static recharge volumes. The DEP Stormwater Standards require that the infiltration BMP drains completely within 72 hours of the end of the storm event. Calculations showing that the proposed BMPs will drain within this time frame are included in Appendix D of this report. SECTION 5.4 STANDARD 4: WATER QUALITY The 80% TSS removal rate must be achieved at each outlet discharging to a receiving wetland/resource area. The only exception to this is when the discharge is considered to be de minimis. If all these conditions are met, the discharge is considered de minimis. In that event, the Weighted Average Method described below must be used to determine if the 80% TSS removal rate is achieved on a site-wide basis for purposes of design. •Physical site conditions preclude installation of a TSS treatment practice prior to discharge (e.g., lack of space between a wetland and a road, lack of head differential). o The DPW’s sewer and access easements at the new pump station site restrict the available land area for pretreatment and treatment of stormwater runoff. Project work is not permissible outside of the sewer and access easement. •The discharge is less than or equal to 1 CFS for the runoff associated with the 2-year 24-hour storm. o The overall discharge is less than 1 CFS for the 2-year 24-hour storm. •80% TSS removal is achieved on an average weighted basis from the site as a whole using the weighted average method described below. This will require more than 80% TSS removal at some 720 Main Street Pump Station Replacement 3 Stormwater Report December 29, 2022 stormwater outlets to compensate for the outlets that achieve less than 80% TSS removal and achieve an overall weighted average reduction in TSS of 80% or more across the entire site. o The stormwater BMPs meet 85% TSS removal across the site. •The stormwater outlets where additional controls are used to achieve more than 80% TSS removal must discharge to the same reach of the same wetland or water body as the outlets that achieve less than 80% TSS removal. A discharge is not de minimis if stormwater from an outlet discharging untreated or partially treated stormwater is discharged to one wetland or water body and stormwater that achieves more than 80% TSS removal is discharged to another wetland or water body. o The stormwater outlets do not discharge directly into the Wetland Resource Areas. The groundwater infiltration discharges are outside the resource areas and within the 100- foot buffer zone only. The stormwater BMPs meet TSS removal to the maximum extent possible given the overall site constraints of the sewer and access easements. •Controls are placed at the outlet to prevent erosion or scour of the wetland/stream channel and bank. o There is no direct outfall to the wetland/stream channel as part of this project. •Standard 2 (Peak rate attenuation) and Standard 3 (recharge) must be achieved on a site-wide basis. o These standards have been met. See Section 5.2 and 5.3 above. •Source control and pollution prevention measures that mitigate the impact of the untreated or partially treated discharges are identified in the Pollution Prevention Plan required by Standard 4 and fully implemented (e.g., such as street sweeping). o See Section 5.8 of this report for more information about the temporary Construction Stormwater Pollution Prevention Plan. •The size of the drainage area contributing runoff to the untreated outlet has been reduced to the maximum extent practicable. o There are no untreated outlets. The proposed stormwater management system will be designed to remove greater than 80% of the average annual post-construction load of Total Suspended Solids (TSS). Structural stormwater BMPs including hooded, deep sump catch basins and a subsurface infiltration chamber system are sized to capture the required water quality volume (1 inch over the project area) and remove a minimum of 80% of total suspended solids. See Appendix D for calculations. The project’s design meets Standard 4 to the greatest extent practicable. Source control and pollution prevention measures, street sweeping and cleaning of catch basins are included in the Long-Term Pollution Prevention Plan and Operation and Maintenance Plan (Appendix E). SECTION 5.5 STANDARD 5: LAND USE WITH HIGHER POTENTIAL POLLUTANT LOADS There are no Land Uses with Higher Potential Pollutant Loads identified for this project, therefore, Standard 5 is not applicable. 720 Main Street Pump Station Replacement 4 Stormwater Report December 29, 2022 SECTION 5.6 STANDARD 6: CRITICAL AREAS The project site is not located within a Zone II or Interim Wellhead Protection Area of a public water supply. The Intermittent Stream running along the perimeter of 725 Main Street Parcel is not an Outstanding Resource Water (ORW). Therefore, Standard 6 is not applicable to this project work. SECTION 5.7 STANDARD 7: REDEVELOPMENT This project is not a redevelopment as defined by the MassDEP Stormwater Management Standards. The primary proposed work is to improve existing sewer infrastructure upgrades, taking proactive measures to improve upon the aging and underperforming sewer infrastructure in the Main Street corridor. The site impacts will require installation of new stormwater infrastructure to address the creation of new impervious area in support of maintaining critical sewer infrastructure operation and maintenance. The proposed sewer infrastructure work results in an increase in impervious surfaces. Due to the DPW access and sewer easement area restrictions, capture and treatment of stormwater is restricted to the easement areas. SECTION 5.8 STANDARD 8: CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROL The design drawings included with the submitted NOI (Appendix D of the NOI) provide measures to control construction-related impacts, including erosion, sedimentation, and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan). A plan to control construction-related impacts will be required by the Contractor chosen for construction before land disturbance begins. The Contractor will be required to obtain coverage under the NPDES Construction General Permit issued by EPA and will be required to conform to the construction period erosion, sedimentation, and pollution prevention plan requirements of Standard 8 of the Massachusetts Stormwater Handbook. SECTION 5.9 STANDARD 9: OPERATION AND MAINTENANCE PLAN (O&M PLAN) An Operation and Maintenance (O&M) Plan for this project has been prepared and is included in Appendix E of this report. The O&M Plan outlines procedures and time tables for the long term operation and maintenance of the proposed stormwater management system, including initial inspections upon completion of construction, and periodic monitoring of the system components, in accordance with established practices and the manufacturer’s recommendations. The O&M Plan includes a list of responsible parties. 720 Main Street Pump Station Replacement 5 Stormwater Report December 29, 2022 SECTION 5.10 PROHIBITION OF ILLICIT DISCHARGES The proposed stormwater system will only convey allowable non-stormwater discharges (firefighting waters, irrigation, air conditioning condensates, etc.) and will not contain any illicit discharges from prohibited sources. The Illicit Discharge Statement will be required from the Contractor and therefore is not included in this report at this time. 720 Main Street Pump Station Replacement Project Appendices Stormwater Report December 29, 2022 APPENDIX A Stormwater Checklist 2022-12-21 SW Checklist • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: •The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. •Applicant/Project Name •Project Address •Name of Firm and Registered Professional Engineer that prepared the Report •Long-Term Pollution Prevention Plan required by Standards 4-6 •Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 •Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. 2022-12-21 SW Checklist • 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 2022-12-21 SW Checklist • 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): Subsurface infiltration chamber system Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. 2022-12-21 SW Checklist • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. 2022-12-21 SW Checklist • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: •Good housekeeping practices; •Provisions for storing materials and waste products inside or under cover; •Vehicle washing controls; •Requirements for routine inspections and maintenance of stormwater BMPs; •Spill prevention and response plans; •Provisions for maintenance of lawns, gardens, and other landscaped areas; •Requirements for storage and use of fertilizers, herbicides, and pesticides; •Pet waste management provisions; •Provisions for operation and management of septic systems; •Provisions for solid waste management; •Snow disposal and plowing plans relative to Wetland Resource Areas; •Winter Road Salt and/or Sand Use and Storage restrictions; •Street sweeping schedules; •Provisions for prevention of illicit discharges to the stormwater management system; •Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; •Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; •List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. 2022-12-21 SW Checklist • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. 2022-12-21 SW Checklist • 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. 2022-12-21 SW Checklist • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. 720 Main Street Pump Station Replacement Project Appendices Stormwater Report December 29, 2022 APPENDIX B Stormwater Figures EASEEASEEASEEASEEASEEASE6" 6"6" 6"6" 6"6" 6"6" 6"6"6" 6" CB/DISC EBOX/ IRRIGATION EBOX EM EMH GM GP GS GS GS GW HYD (2)CV CV LAMP LAMP LP MAIL POST/ELEC SIGN: DUMONT SIGN SLAB=14.79 SLAB=14.77 TH=14.97 TH=14.92 TH=20.14 TH=17.53 TRANT UP 2 UP 39-25 UP UP UP 39-231/2 WF 1 WF 2 WF 3 WF 4 WF 5 WF 6 WF 7 WF 8 WF 9 WF 10 WF 11 WF 12 WF 13 WF 14 WF 15 WF 16 WG WG WG WG WG WG METER PIT BC BC BLUEST O N E WALKCONCPAD CONC R E T E DUMP S T E R P A D GRAVEL GRAVELEEEEETTTEPEP EP EPEPBIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK G G G G G G G G G G G G G G G G G G G G G G G G GGG LS CONC RET WALLRET WALLRET WA L L RET WALLHEA D W A L L STONE RET WALL TREE LINEVCCVGC VGC VGC VGC VGC VGC VGC WLWLWLWLWL WL WL WL WL WL WL WL WL WL WLWLWL5050 50 50 5050 50 50 50 50 50 50 5 0 5050505050W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWSWL SWL WOOD R E T W A L L EP LAWN SMH(LATERALS) EP LAWN #707EXISTINGBUILDING EXISTINGBUILDING MHWMHW200200200200200200200200200200200200200 20020020020020020020020020020020020020020020030"RCP I=7.62 TREE LINE (TYP) SCULPTURE BENCHMARK:"X"CUT IN BONNETBOLT OF HYDRANT EL=20.36 (NAVD88)LIMIT OF INLAND BANKEXISTINGBUILDING SCULPTURE PLAQUE WOODEDAREA WOODED AREA SIGN: BARNSTABLE OPEN SPACE STONE RET WALL T T T T T T T T T T T T T T T T T T T T T T T T PARCEL ID: 308-143 N/FTOWN OF BARNSTABLE BOOK: 15451PAGE: 106 PARCEL ID: 308-144 N/F67 SEA ST REALTY TRUST L.C.C. 161932 PARCEL ID: 308-145 N/F707 MAIN LLC L.C.C. 224887 PARCEL ID: 308-150 N/FPOTTER AVENUE REALTY LLC L.C.C. 211905 PARCEL ID: 308-147 N/FANSELMO CALDEIRA& MARIA C SOUZA L.C.C. 129411 TREE LINE S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSD D D D D D D D D D D DDDSCULPTURE CBNFULL OF DEBRIS R=13.31 SGV (2)SGV (2)SGV SMH (MONITORING WELL)SMH (MONITORING WELL) SMHR=14.11"SAMPLING MH" ON TIE CARD BIT CONCPARKING LOT A B C D A B C A B C 6" PV C 8" PVC12"SEWER12"SEWER12"SEWER18" AC18" AC S~SMHR=18.29I(A)=6.13I(B)=14.58 I(C)=6.11I(D)=6.55 SMHR=13.79I(A)=10.63 I(B)=9.64I(C)=9.89 ~2"PVCFM8"AC8"PVCA C B A C B A B18" CMP12" VC 12" VC12" VCCBNR=17.06I(A)=13.58 (12"VC) I(B)=14.16 (12"VC) CBNR=17.61I(A)=9.14 (18"CMP)I(B)=14.02 (12"VC)I(C)=9.06 (24"CMP)D~ 20 20 19 18 1918171615141415 16171 7 1818 1 9212 2 2 3 2 42423 222120191817 1819192 0 DDDDDDDDDDDDDDDDDFM FM FM FM FM FM FM FM FM8"DI 14"DIWW APPROX. 36" DRAIN (RECORD)F M FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 1"PL (2016) EMH 8" DI FORCE MAIN G1"PL (2016)~ 2"PL 2"PL GGGGGGGGG G 1"PL G4-FORMERGASOLINEUSTs 4-FORMERGASOLINEUSTs 6-FORMER GASOLINE USTs &4-FORMER GASOLINE/DIESEL USTsREPORTED550-GAL. FUEL OIL& WASTE OIL USTs REPORTED700-GAL. WASTE OIL UST FORMER 275-GAL. FUEL OIL UST REPORTED 550-GAL.FUEL OIL UST SMH(MONITORING WELL) 12"DI W~ 12"DI 8"1"-2"1"-2"8"DI1"-2"W~ ~1"CLCBN(RECORD)CBN(RECORD) FORMER LOCATION GASOLINE SERVICE STATION 12"VCDD24"CMPDDDDDDDDDD D D D D D D APPROX. 18"CMP (RECORD)APPROX. 18"CMP (RECORD)EASE EASE EASE EASEEASEEASEEASEEASEEASEEASEEASEE A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E EASEEASEEASEEASEEASEEASEEASESS SSSSSCAPPED &PLUGGED 7/19/2002 8" AC FM 8" AC FM B-1 B-2 B-3 B-4 B-5 B-7 B-6/MW-1 MHWMHW100 100 100 100 100 100 100 100 100 10 0 1 0 0 1 0 0 100100100 100 100 100 100 100 100 100 10 0 10 0 1 0 0 1 0 0 1001001001001001001005050505050 50 50 50 50 5 0 505050INTERMITTENTSTREAMLIMIT OF WETLANDS 50' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE 19.38 19.45 19.33 19.30 19.51 19.4519.41 19.10 19.15 19.23 19.46 19.35 19.45 19.34 19.34 19.26 19.46 19.37 19.38 19.76 19.10 19.41 19.62 19.26 18.93 18.90 18.72 18.52 18.84 18.48 19.09 19.98 19.26 18.05 18.38 18.12 17.97 18.97 18.4950505 0 50 50 50 50 50 505050501001001001001 0 0 1 0 0 10 0 100 100 100 100 100 100 100 100 100100100100100100100100TB 1TB 2 TBA 5 0+00 1+00 2+00 725 MAIN STREET PUMP STATION EXISTING CONDITIONS PLAN ZFK DNRP FJB FJB AS NOTED C-1THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\271-2104 720 Main Street PS Replacement\02 Design\02 Drawings\03 Civil Sheets.dwg Plot Date: Dec 20,2022-1:42pmDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR PERMITTING 271-2104 DECEMBER 2022 TOWN OF BARNSTABLE, MA720 MAIN STREET PUMP STATION REPLACEMENT SCALE: PLAN 1" = 20' N MAIN STREET DUMONT DRIVE EASEEASEEASEEASEEASEEASE6" 6"6" 6"6" 6"6" 6"6" 6"6"6" 6" CB/DISC EBOX/ IRRIGATION EBOX EM EMH GM GP GS GS GS GW HYD (2)CV CV LAMP LAMP LP MAIL POST/ELEC SIGN: DUMONT SIGN SLAB=14.79 SLAB=14.77 TH=14.97 TH=14.92 TH=20.14 TH=17.53 TRANT UP 2 UP 39-25 UP UP UP 39-231/2 WF 1 WF 2 WF 3 WF 4 WF 5 WF 6 WF 7 WF 8 WF 9 WF 10 WF 11 WF 12 WF 13 WF 14 WF 15 WF 16 WG WG WG WG WG WG METER PIT BC BC BLUEST O N E WALKCONCPAD CONC R E T E DUMP S T E R P A D GRAVEL GRAVELEEEEETTTEPEP EP EPBIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK G G G G G G G G G G G G G G G G G G G G G G G G GGG LS CONC RET WALLRET WALLRET WA L L RET WALLHEA D W A L L STONE RET WALL TREE LINEVCCVGC VGC VGC VGC VGC VGC WLWLWLWLWL WL WL WL WL WL WL WL WL WL WLWLWL5050 50 50 5050 50 50 50 50 50 50 5 0 5050505050W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWSWL SWL WOOD R E T W A L L EP LAWN SMH(LATERALS) EP LAWN #707EXISTINGBUILDING EXISTINGBUILDING MHWMHW20020020020020020020020020020020000200 20020020020020020020020020020020020020020020030"RCP I=7.62 TREE LINE (TYP) SCULPTURE BENCHMARK:"X"CUT IN BONNETBOLT OF HYDRANT EL=20.36 (NAVD88)LIMIT OF INLAND BANKEXISTINGBUILDING SCULPTURE PLAQUE WOODEDAREA WOODED AREA SIGN: BARNSTABLE OPEN SPACE STONE RET WALL T T T T T T T T T T T T T T T T T T T T T T T T PARCEL ID: 308-143 N/FTOWN OF BARNSTABLE BOOK: 15451PAGE: 106 PARCEL ID: 308-144 N/F67 SEA ST REALTY TRUST L.C.C. 161932 PARCEL ID: 308-145 N/F707 MAIN LLC L.C.C. 224887 PARCEL ID: 308-150 N/FPOTTER AVENUE REALTY LLC L.C.C. 211905 PARCEL ID: 308-147 N/FANSELMO CALDEIRA& MARIA C SOUZA L.C.C. 129411 TREE LINE S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSD D D D D D D D D D D DDDSCULPTURE CBNFULL OF DEBRIS R=13.31 SGV (2)SGV (2)SGV SMH (MONITORING WELL)SMH (MONITORING WELL) SMHR=14.11"SAMPLING MH" ON TIE CARD BIT CONCPARKING LOT A B C D A B C A B C 6" PV C 8" PVC12"SEWER12"SEWER12"SEWER18" AC18" AC S~SMHR=18.29I(A)=6.13I(B)=14.58 I(C)=6.11I(D)=6.55 SMHR=13.79I(A)=10.63 I(B)=9.64I(C)=9.89 ~2"PVCFM8"AC8"PVCA C B A C B A B18" CMP12" VC 12" VC12" VCCBNR=17.06I(A)=13.58 (12"VC) I(B)=14.16 (12"VC) CBNR=17.61I(A)=9.14 (18"CMP)I(B)=14.02 (12"VC)I(C)=9.06 (24"CMP)D~ 20 20 19 18 1918171615141415 16171 7 1818 1 9212 2 2 3 2 4 222120191817 1819192 0 DDDDDDDDDDDDDDDDDFM FM FM FM FM FM FM FM FM8"DI 14"DIWW APPROX. 36" DRAIN (RECORD)F M FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 1"PL (2016) EMH 8" DI FORCE MAIN G1"PL (2016)~ 2"PL 2"PL GGGGGGGGG G 1"PL G4-FORMERGASOLINEUSTs 4-FORMERGASOLINEUSTs 6-FORMER GASOLINE USTs &4-FORMER GASOLINE/DIESEL USTsREPORTED550-GAL. FUEL OIL& WASTE OIL USTs REPORTED700-GAL. WASTE OIL UST FORMER 275-GAL. FUEL OIL UST REPORTED 550-GAL.FUEL OIL UST SMH(MONITORING WELL) 12"DI W~ 12"DI 8"1"-2"1"-2"8"DI1"-2"W~ ~1"CLCBN(RECORD) CBN(RECORD) FORMER LOCATION GASOLINE SERVICE STATION 12"VCDD24"CMPDDDDDDDDDD D D D D D D APPROX. 18"CMP (RECORD)APPROX. 18"CMP (RECORD)EASE EASE EASE EASEEASEEASEEASEEASEEASEEASEEASEE A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E EASEEASEEASEEASEEASEEASEEASESS SSSSSCAPPED &PLUGGED 7/19/2002 8" AC FM 8" AC FM B-1 B-2 B-3 B-4 B-5 B-7 B-6/MW-1 MHWMHW100 100 100 100 100 100 100 10 0 1 0 0 1 0 0 100100100 100 100 100 100 100 100 100 10 0 10 0 1 0 0 1 0 0 10010010010010010010050 50 50 50 50 5 0 505050INTERMITTENTSTREAMLIMIT OF WETLANDS 50' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE 19.38 19.45 19.33 19.30 19.51 19.4519.41 19.10 19.15 19.23 19.46 19.35 19.45 19.34 19.34 19.26 19.46 19.37 19.38 19.76 19.10 19.41 19.62 19.26 18.93 18.90 18.72 18.52 18.84 18.48 19.09 19.98 19.26 18.05 18.38 18.12 17.97 18.97 18.4950505 0 50 50 50 50 50 505050501001001001001 0 0 1 0 0 10 0 100 100 100 100 100 100 100 100 100100100100100100100100S S S SSSSSSSSSSSSSSSSSSSSEE E E E E E 0+00 1+00 2+00 DDD D LP DLPEEEEWWWWWWWWWWWGGGGGG G GGGGGGGGG GGG G FMFMFMFM FM FM FMFMFMFMFMFMFMFMFMFMFMFM FM FM FM FMFMFMFMFMFMFMFMFMFMFM FM FM FM T T T T T T T T T TTT S S 6"6"6"6" CB/DISC UP 2TREE LINE 50 50 5050 50 50 50 50 50 50 50 50 5 0 5 0 50200200200200200200200200200200200200200200200200 200200200200200DI(A)=10.63 I(B)=9.64 I(C)=9.89 19 6-FORMER GASOLINE USTs &4-FORMER GASOLINE/DIESEL USTsREPORTED550-GAL. FUEL OIL & WASTE OIL USTs REPORTED700-GAL. WASTE OIL UST FORMER 275-GAL. FUEL OIL UST REPORTED 550-GAL. CBN (RECORD) FORMER LOCATION GASOLINE SERVICE STATION D D D D D D D APPROX. 18"CMP (RECORD) EASE EASE EASE EASE EASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEE A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E EASEEASEEASEEASEEASEEASEEASEB-7 B-6/MW-1 100 100 100 100 100 100 100 100 100 100 100 100 100 100 10 0 10 0 200' RIPARIAN ZONE 19.45 19.33 19.30 19.51 19.35 19.45 19.46 19.37 19.38 19.76 19.10 18.93 18.90 18.72 18.52 18.84 18.48 18.97 SSSSSSSSSEEE E E E E E E E E E E E 37.4 LF 18" PVC GRAVITY SEWER 3.5 LF 18" DI GRAVITY SEWER DDDDD D LP DDLP 8.6 LF 18" DI GRAVITY SEWER 8.4 LF 18" DI GRAVITY SEWER 3.5 LF 18" DI GRAVITY SEWERD EEEEEEE E WWWWWWWWWWWWWWW W W WGG G GGGGGGG GGGGGGGGGG GGG G G G GE FMFMFMFMFMFMFMFMFMFMFM FM FM T T T T T T T T T T TTTTTT T S S S S 10.0 LF 18" PVC GRAVITY SEWER 725 MAIN STREET PUMP STATION PROPOSED CONDITIONS PLAN ZFK DNRP FJB FJB AS NOTED C-4THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\271-2104 720 Main Street PS Replacement\02 Design\02 Drawings\03 Civil Sheets.dwg Plot Date: Nov 21,2022-11:16amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR PERMITTING 271-2104 NOVEMBER 2022 TOWN OF BARNSTABLE, MA720 MAIN STREET PUMP STATION REPLACEMENT 1" GAS SERVICE TO PUMP STATION 2" WATER SERVICE TO PUMP STATION PROVIDE NEW 5'Ø SMH LIMIT OF PAVING (TYP.) CAST-IN-PLACE CONCRETE WET WELL UNDERGROUND ELECTRICAL SERVICE TO PUMP STATION REDI-ROCK RETAINING WALL TOP OF WALL EL. = 19.00 2' GRAVEL INFILTRATION TRENCH ADJACENT TO ACCESS ROAD (TYP.) PROVIDE NEW 4'Ø DMH PROVIDE NEW 4'Ø CB (TYP. OF 2) PROVIDE NEW 6'Ø ROOF LEADER LEACHING PIT (TYP. OF 2) 7' X 11' CAST-IN-PLACE CONCRETE VALVE VAULT 725 MAIN STREET PUMP STATION LIMIT OF CLEARING (TYP.) PROVIDE SLUICE GATE AND CHANNEL GRINDER (TYP. OF 2) PROVIDE 330XLHD CULTEC CHAMBERS (9) 18" DI 45° BEND (TYP. OF 2) CONCRETE BOLLARD (TYP.) SCALE: PLAN 1"=20' SCALE: INSET A 1"=10' SEE INSET A THIS SHEET. 1" GAS SERVICE TO PUMP STATION 2" WATER SERVICE TO PUMP STATION DUAL 8" AND 14" SDR18 PVC SEWER FORCE MAINS (TYP.) LIMIT OF PAVING (TYP.) CAST-IN-PLACE CONCRETE WET WELL UNDERGROUND ELECTRICAL SERVICE TO PUMP STATION END OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. 2' GRAVEL INFILTRATION TRENCH ADJACENT TO ACCESS ROAD (TYP.) 7' X 11' CAST-IN-PLACE CONCRETE VALVE VAULT 5' WIDE CONCRETE SIDEWALK 725 MAIN STREET PUMP STATION LIMIT OF CLEARING (TYP.) LOAM AND SEED DISTURBED AREA (TYP.) PROVIDE 330XLHD CULTEC CHAMBERS (9) NOTES: 1. SEE SHEET C-5 FOR DETAILED GRAVITY SEWER PLANS. TIMBER GUARDRAIL FILL IN EXISTING AREA TO MEET TOP OF WALL (EL. -19.00) 12" DIAMETER FILTER SOCK N MAIN STREET DUMONT DRIVEEND OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. PAD-MOUNTED TRANSFORMER DESIGNATED PARKING AREA STAIRS TO PUMP STATION TELECOMMUNICATIONS SERVICE TO PUMP STATION DUAL 14" AND 8" SDR18 PVC SEWER FORCE MAINS INSIDE STEEL CASING PIPE UNDER RETAINING WALL TELECOMMUNICATIONS SERVICE TO PUMP STATION PROVIDE NEW 4'Ø DMH CUT AND CONNECT TO EXISTING 18"(CMP)D WITH A SOLID SLEEVE COUPLING (TYP.) UNDERGROUND ELECTRICAL SERVICE TO INFLUENT CHANNEL GRINDER PROVIDE NEW 5'Ø SMH PROVIDE NEW 5'Ø SMH 12" DIAMETER FILTER SOCK REDI-ROCK RETAINING WALL TOP OF WALL EL. = 19.00 5' WIDE CONCRETE SIDEWALK TIMBER GUARDRAIL 10' (TYP.) SEWER FORCE MAIN BENDS (1) - 14" DI 45° (1) - 14" DI 22 12° 8" DI 22 12° BEND 8" DI 45° BEND 8" SDR18 PVC SEWER FORCE MAIN 14" SDR18 PVC SEWER FORCE MAIN 14" DI 45° BEND SEWER FORCE MAIN BENDS (1) - 8" DI 45° (1) - 14" DI 45° FILL IN EXISTING AREA TO MEET TOP OF WALL (EL. -19.00) END OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. 5' WIDE CONCRETE SIDEWALK LOAM AND SEED DISTURBED AREA (TYP.) PAD-MOUNTED TRANSFORMER 720 Main Street Pump Station Replacement Project Appendices Stormwater Report December 29, 2022 APPENDIX C Geotechnical and Soil Reports 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 November 29, 2022 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 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Barnstable County, Massachusetts.................................................................13 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface.........13 252B—Carver coarse sand, 3 to 8 percent slopes......................................14 602—Urban land.........................................................................................16 References............................................................................................................17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 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 46113304611350461137046113904611410461143046114504611470461149046115104611330461135046113704611390461141046114304611450461147046114904611510392160 392180 392200 392220 392240 392260 392280 392300 392160 392180 392200 392220 392240 392260 392280 392300 41° 38' 53'' N 70° 17' 42'' W41° 38' 53'' N70° 17' 35'' W41° 38' 46'' N 70° 17' 42'' W41° 38' 46'' N 70° 17' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 45 90 180 270Feet 0 10 20 40 60Meters Map Scale: 1:992 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: Sep 5, 2020—Sep 7, 2020 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 55A Freetown coarse sand, 0 to 3 percent slopes, sanded surface 0.3 6.8% 252B Carver coarse sand, 3 to 8 percent slopes 0.2 4.9% 602 Urban land 4.3 88.3% Totals for Area of Interest 4.9 100.0% 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 pure taxonomic classes but rather to separate the landscape into landforms or Custom Soil Resource Report 11 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 Barnstable County, Massachusetts 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface Map Unit Setting National map unit symbol: 2t2qj Elevation: 0 to 180 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 190 to 250 days Farmland classification: Farmland of unique importance Map Unit Composition Freetown, sanded surface, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Freetown, Sanded Surface Setting Landform:Kettles, bogs, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy human-transported material over highly decomposed organic material Typical profile ^Ap - 0 to 15 inches: coarse sand 2Oa - 15 to 79 inches: muck Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:FrequentNone Frequency of ponding:None Available water supply, 0 to 60 inches: Very high (about 20.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY043MA - Acidic Organic Wetlands Hydric soil rating: Yes Minor Components Swansea, sanded surface, inactive Percent of map unit:5 percent Landform:Kettles, bogs, depressions Custom Soil Resource Report 13 Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Rainberry, sanded surface Percent of map unit:4 percent Landform:Kettles, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: Yes Tihonet Percent of map unit:3 percent Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: Yes Udipsamments, wet substratum Percent of map unit:3 percent Landform:Dikes on bogs Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread Down-slope shape:Concave, convex Across-slope shape:Concave, linear Hydric soil rating: No 252B—Carver coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07x Elevation: 0 to 240 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Carver, coarse sand, and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Coarse Sand Setting Landform:Moraines, outwash plains Custom Soil Resource Report 14 Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Crest, head slope, nose slope, side slope, tread Down-slope shape:Convex, linear Across-slope shape:Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi - 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A - 3 to 7 inches: coarse sand E - 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2 - 15 to 28 inches: coarse sand BC - 28 to 32 inches: coarse sand C - 32 to 67 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Outwash terraces, outwash plains, kame terraces, outwash deltas Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, toeslope, shoulder, backslope, footslope Landform position (three-dimensional):Side slope, crest, head slope, nose slope, riser, tread Down-slope shape:Convex Custom Soil Resource Report 15 Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:3 percent Landform:Kame terraces, outwash deltas, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mashpee Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 602—Urban land Map Unit Setting National map unit symbol: 98s7 Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Urban land:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Parent material:Excavated and filled land Minor Components Udipsamments Percent of map unit:15 percent Hydric soil rating: Unranked Custom Soil Resource Report 16 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 18 GEOTECHNICAL MEMORANDUM Date: February 4, 2022 To Paul Ruszala, P.E.- Senior Project Manager- Water & CWMP From Ziad F. Kary, P.E. – Environmental Partners CC Griffin Beaudoin, P.E.- Town Engineer Andrew Boule- Division Supervisor Subject: Geotechnical Investigation and Construction Recommendations 725 Main Street, Hyannis, MA This report presents the results of the geotechnical and environmental investigation performed by Environmental Partners Group, LLC completed in November 2021, for the proposed Main Street Pump Station Replacement located at 725 Main Street, adjacent to Dumont Drive in Hyannis, Massachusetts (the site). A site location map is in Attachment A of this report. It is our understanding that the results of the geotechnical and environmental investigation will be incorporated in the Basis of Design Report (BODR). The following sections of this report describe our scope of services and our project understanding. Site Location and Project Description The project site is located on a Town-owned parcel on the corner of Main Street and Dumont Drive in Hyannis, Massachusetts. The proposed work consists of the construction of a new pump station including a 200 square foot below grade wetwell, 200 square foot drywell, and an in-line grinder pump/s within manhole/s. Other site improvements include the demolition and installation of a new retaining wall bordering Dumont Drive, and utility piping that include 18-inch gravity sewer, 30-inch gravity sewer, 10-inch force main and 8-inch force main to tie into the existing system. Based on a review of the 25% design plan set, the depths of the proposed gravity sewer pipes from the sewer manhole on Main Street to the new pump station range from 17.18 feet to 5.54 feet. The gravity sewer main and force main pipes are proposed to be installed at normal depths of cover to the extent possible, which is typically 5 feet below surface grade (BSG). The proposed precast pump Page 2 of 20 station will have a finished floor elevation of the wetwell and drywell of -4.52 ft (NGVD 1988) and will be installed 15.5 - 16.5 feet below grade depending on the final design. The 18-inch gravity main influent pipe will enter the pump station at elevation 4.23 ft (NGVD 1988). The 8-inch and 10-inch effluent force main pipes will leave the pump station at approximately 5 feet below grade and connect into the existing force mains on Main St at elevation 11.75 feet. Ground surface elevations at the test boring and monitoring well were determined via GPS survey conducted by Environmental Partners in November 2021 and are based on the North Geodetic Vertical Datum of 1988 (NGVD 1988). A figure depicting the test boring locations is included as part of Attachment A. Coordinates and surface elevations of the borings and monitoring wells are provided in Table 1, below. Table 1: Boring Coordinates and Elevations Boring/ Monitoring Well Date of Boring Surface Elevation (NAVD 1988) Latitude Longitude B-1 November 2021 17.83 41.6477° -070.2943° B-2 November 2021 17.47 41.6478° -070.2941° B-3 November 2021 18.30 41.6478° -070.2939° B-4 November 2021 15.83 41.6477 ° -070.2938° B-5 November 2021 14.01 41.6476° -070.2938° B-6/MW-1 November 2021 19.47 41.6474° -070.2939° B-7 November 2021 19.43 41.6474° -070.2940° Purpose and Scope of Services The purposes of this investigation were to explore subsurface conditions at the site and to provide recommendations for geotechnical and environmental aspects of design and construction of the proposed pump station, associated force main, and gravity sewer alignment. This was accomplished through the following: • Review of readily accessible geologic and geotechnical information in the general vicinity of the project site; • Drilling seven (7) geotechnical soil borings to explore subsurface conditions and obtaining samples for laboratory analysis (See Attachment A for boring locations); • Installation of a monitoring well to measure groundwater table at the proposed sewer pump station and along the proposed alignment and evaluate the potential need for dewatering during construction; • Perform laboratory analysis on select soil samples to determine physical and engineering properties of soil and rock; • Conduct laboratory tests on the soils and groundwater to determine potential site contamination; • Analyze the laboratory and field data to provide design, contamination mitigation, and construction recommendations including the preparation of t his report. Page 3 of 20 • Determine potential environmental health and safety and permit requirements during construction. • Characterize soils for offsite disposal purposes, if soils cannot be reused onsite. • Characterize groundwater conditions to determine potential treatment requirements or offsite disposal, if necessary, for dewatering during construction. Environmental assessment and analytical testing results are also provided in Attachments C and D of this report. Regional Geology The site is located in the Avalon Belt Geologic Province. USGS defines the Avalon Belt Geologic Province as: “Localized in eastern Massachusetts, Rhode Island, and coastal Connecticut. Principally Precambrian Z granite and granitic gneiss and metasedimentary rocks of Precambrian Z to Ordovician age. Intruded by Ordovician to Devonian granites. Cretaceous sediments and thick areas of Quaternary glacial sediments occur in southern coastal areas.”1 According to the USGS geologic survey, the site is located within the USGS Hyannis Quadrangle. The Hyannis Quadrangle covers roughly 50 square miles from West Barnstable to West Yarmouth bordered by Cape Cod Bay and the Nantucket Sound. The Surficial Geologic Map of the Hyannis Quadrangle indicates the proposed pump station site consists of coarse glacial stratified deposits bordered directly to the south by swamp and marsh deposits.2 These types of postglacial deposits are defined below: Coarse glacial stratified deposits - Coarse glacial stratified deposits are defined as gravel deposits composed of at least 50 percent gravel-size clasts; cobbles and boulders predominate; minor amounts of sand within gravel beds, and sand composes few separate layers. Gravel layers generally are poorly sorted and bedding commonly is distorted and faulted due to post-depositional collapse related to melting of ice. Sand and gravel deposits are composed of mixtures of gravel and sand within individual layers and as alternating layers. Swamp and Marsh Deposits – Organic muck and peat that contain minor amounts of sand, silt, and clay, stratified and poorly sorted, in freshwater swamps and marshes, kettle depressions, or poorly drained areas. Swamp and marsh deposits are shown only where they are estimated to be at least 3 feet thick. Most swamp and marsh deposits are less than 10 feet thick. Swamp deposits overlie glacial meltwater deposits and postglacial pond deposits in kettle depressions. Subsurface Exploration Procedures Test Borings EP retained the services of Crawford Drilling Services, LLC (Crawford) to perform seven (7) geotechnical soil borings within the proposed pump station parcel at 720 Main St and along the proposed force main and gravity sewer alignment to determine a preferred alignment and placement of the proposed gravity sewer, force main, and pump station. On November 17, 2021, Crawford mobilized to the site to begin the drilling operation. Borings B-1, B-2, and B-3, located on Main Street, 1 https://pubs.usgs.gov/of/2003/of03-225/fig1.html 2 sir3402_index_map.pdf - Index Map of 7.5-Minute Quadrangles (usgs.gov) Page 4 of 20 and borings B-4 and B-5, located on Dumont Drive were advanced using a Geoprobe 7822 track mounted drilling rig. To avoid utilities in the roadway, the locations of borings B-1 through B-5 were all moved to the road’s shoulders. Borings B-1 through B-5 were drilled using the direct push subsurface sampling method which provides continuous sampling using 5-foot core barrel liners. Borings B-6 and B-7 were drilled using hollow stem augers. B-6 was drilled using a standard 5-foot sampling interval. Boring B-7 was sampled continuously to 24 feet BSG. The driller noted that wet sand was entering the augers and binding the sample barrel during the 22-foot to 24-foot sample at boring B-7. He advised to discontinue sampling as to not risk the barrels getting stuck. Sampling at B- 7 was halted but was augered to a depth of 30 feet BSG to ensure there was no ledge. Approximate boring locations are shown on the Figure in Attachment A of this report. During the sampling procedures at borings B-6 and B-7, standard penetration tests were performed in the borings in conjunction with split‐barrel sampling. The standard penetration value (N) is defined as the number of blows of a 140‐ pound hammer, falling thirty inches, required to advance the split spoon sampler one foot into the soil (ASTM D‐1585). The sampler is lowered to the bottom of the drill hole and the number of blows is recorded for each of the three successive increments of six-inch penetration. The “N” value is obtained by adding the second and third incremental numbers together. The results of the standard penetration test indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating relative strength and compressibility of the soil profile components. Boring IDs, depths, and refusal encountered for the seven (7) completed borings are listed in Table 2 below. Table 2: Borings ID, Location and Depth Boring ID Date of Boring Location Boring Depth (ft) Refusal Depth (ft) B-1 November 2021 Main Street 15.0 - B-2 November 2021 Main Street 15.0 - B-3 November 2021 Main Street 15.0 - B-4 November 2021 Dumont Street 15.0 - B-5 November 2021 Dumont Street 15.0 - B-6 November 2021 725 Main Street 17.0 - B-7 November 2021 725 Main Street 30.0 - Soil Classification Samples obtained during drilling operation were visually classified in the field in accordance with ASTM D2488. Representative portions of the samples were collected in sample jars and select samples were sent out to the laboratory for further examination and verification of field classifications. Boring logs indicating depth of borings, N values, penetration and recovery depths, water levels, and soil description are included as Attachment B of this report. Page 5 of 20 Soil Stratigraphy The interpretation of the soil and groundwater conditions at the project site is only based on the information obtained at the boring locations. The soil lithology is described below and in the boring logs provided in Attachment B; the following is based solely on visual field observations. Main Street Borings B-1 and B-2 were drilled along the paved eastbound lane of Main St closest to the sidewalk. B-3 was drilled in the unpaved right-of-way, 2 to 3 feet from the edge of pavement, to avoid underground utilities and terminated at a pre-determined depth of 15 feet below ground surface (BSG). Existing pavement thickness along Main St was determined to be a total of approximately 9 inches during the subsurface investigation, 4 inches of asphalt and 5 inches of road base. Additionally, borings B-6 and B-7 were drilled in the Town-owned parcel at 725 Main Street in the location of the proposed pump station. These borings were terminated at depths of 17 and 30 feet below the ground surface, respectively. The top 5 feet of soils within boring B-1 were brown fine to medium dry sand with trace gravel (SP). Groundwater was detected at 6.75 feet BSG. Soil at depths 6.75 – 15 feet BSG were darker brown wet sand with a detectable petroleum odor. Boring B-2 encountered brown, silty sand for the first 10-inches under the pavement layer followed by 3 feet of moist dark brown organic matter. Groundwater was encountered at 6.5 feet BSG; soils from 6.5-15 feet were wet, poorly graded sand. Boring B-3 was drilled out of the roadway to avoid existing utilities. 13 inches under the initial topsoil layer were brown sand; groundwater was detected at 7 feet BSG followed by 1 foot of dark brown organic material. From approximately 8.5 – 15 feet soils were wet, brown sand. Boring B-6 was drilled approximately 17 feet west of Dumont Drive within the parcel at 720 Main St. The soils consisted of mostly dark brown fine to medium sand and groundwater was detected approximately 8.95 feet BSG. A petroleum odor was observed in the oil samples below the water table at B-6. This boring was later converted to a monitoring well upon completion of the borehole. Boring B-7 was drilled approximately 11 feet west of boring B-6 and was terminated 30 feet BSG. The soils encountered in the boring were predominantly fine to medium sand layers with trace gravel with layers of approximately 5 inches of organic material at 5 and 8 feet BSG. Groundwater was encountered 8.6 feet BSG. A petroleum odor was noticeable in soils below the water table. Dumont Drive On Dumont Drive, borings B-4, and B-5 were drilled with a Geoprobe rig within the right-of-way off the paved surfaces and terminated at 15 feet BSG. The first 6 inches of these borings consisted of asphalt millings. Soils in boring B-4 consisted of dry poorly graded sand from .5 to 5 feet BSG. Groundwater was encountered at 5 feet BGS followed by 2 feet of wet, dark brown organic material. From 7 to 15 feet BSG, the soils were wet, fine to medium sand. Page 6 of 20 Soil samples from boring B-5 were dry to wet fill consisting of asphalt millings, brick and sand. Groundwater was encountered 3 feet BSG. The soils from 3 to 15 feet BSG consisted of wet, fine to poorly graded sand. Bedrock Refusal was not encountered in any of the borings and therefore, no NX cores were performed as part of the subsurface exploration. Based on the proposed depth of exaction for the force main, gravity sewer, and pump station wet well, it is unlikely that bedrock will be encountered along the proposed alignment or at the proposed pump station site. Groundwater Conditions Groundwater was measured between 3 feet to 7 feet BSG in borings B-1 through B-5. Boring B-5 displayed the highest groundwater level at only 3 feet BSG. This area on Dumont Drive also showed significant pooling during EP’s site visit on December 14th, 2021. Groundwater was measured at around 8.5 feet BSG at boring B-7 and between 7 and 10 feet in B-6. Water levels were initially estimated based on split spoon sample observations during drilling. Boring B-7 samples taken from 8.6 feet BSG to 24 feet were wet. Boring B-5 samples from 3-15 feet were wet. Based on these samples, the well screen at Boring B-6 was set from 5 -15 feet BSG. After installation, personnel from EP gauged the B-6 monitoring well on December 1, 2021, with an electronic water level probe. The measured depth to groundwater was 8.95 feet BGS (approx. elev. 10.83 NGVD88). For construction purposes, EP assumes that the water table at the proposed pump station site is 9 feet BGS (approx. elev. 10.87 NGVD88). We note that water table can fluctuate seasonally and in response to rainfall. Laboratory Testing During the subsurface investigation, EP collected soil and water samples at selective intervals throughout the borings for visual and manual classification. Laboratory tests were carried out on three (3) selected soil samples to acquire necessary information with regards to the physical and mechanical properties of the soil layers. All phases of the laboratory testing program were performed in general accordance with the applicable ASTM Specifications by Thielsch Engineering in Cranston, RI. The following tests were conducted on the soil samples: • Grain Size Distribution Tests (ASTM D6913) • Classification (ASTM D 2487) • Atterberg Limits (ASTM D4318) The laboratory testing program for this project consisted of seven grain size distributions and classifications. Information on the seven selected soil samples including boring number, sample number, sample depth, and testing performed can be seen in Table 3, below. Page 7 of 20 Table 3: Soil Samples Selected for Laboratory Analysis Boring # Sample # Depth (ft) ASTM D6913 ASTM D2487 ASTM D4318 B-7 S-10 18-20 X X X B-7 S-11 20-22 X X X B-7 S-12 22-24 X X X A summary of the laboratory test results is presented in Attachment C of this report. The samples collected will be stored for 30 days from the date of issue of this report, and then disposed of unless otherwise instructed in writing by the client. Environmental Sampling EP performed a limited environmental assessment of soil and groundwater conditions. The purpose of the environmental sampling was to determine the likely presence of oil and/or hazardous materials in soil and/or groundwater that would need to be addressed during construction activities. The environmental sampling program was designed to assess potential health and safety issues and determine appropriate treatment and/or disposal methods for soil and groundwater during construction. Site Background The 725 Main Street property was operated as a gasoline service station from approximately 1937 until the mid-1990s. Following is a summary of site conditions from the Tighe&Bond report dated March 15, 2007: • Seven underground storage tanks (USTs) were removed from the site, including gasoline, diesel, fuel oil, waste oil and unknown contents, totaling 38,000 gallons. • The site has two MassDEP assigned release tracking numbers; one for a release reported in 1986 and one in 1998 • Groundwater samples collected in 2006 were analyzed for RCRA 8 Metals, TPH, EPH with target PAHs, VPH with target VPH and all sample results were below the MCP RCS-1 Reportable Concentrations and Method 1 GW-1/S-1 Standards. Evaluation of Soil and Groundwater Results Soil Results Field Observations Throughout the drilling process, each split spoon soil sample was field screened for volatile organic compounds (VOCs) using the MassDEP jar headspace method. A grab sample was to be collected from any sample with a headspace measurement of 10 ppm or greater. No headspace readings were above 10 ppm, therefore samples with the highest VOC headspace levels at each boring were submitted for laboratory analysis of VOCs. Samples were also inspected on-site for visual/olfactory evidence that may suggest the presence of VOCs, semi-volatile organic compounds (SVOCs) or petroleum hydrocarbons. Staining and petroleum odors were observed in soil sampled from borings B-1, B-6 and B-7. Page 8 of 20 Laboratory Analytical Results A composite sample from each boring was collected and submitted for laboratory analysis to determine appropriate soil disposal alternatives. Composite samples consisted of a representative sample from all sampling intervals in each boring. Samples from boring B-7 were separated into two composite samples. Sample B-7A is a composite of dry soil samples collected above the water table, between 0 and 8 feet BSG. Sample B-7B is a composite of soil samples collected below the water table, between 8 and 24 feet BSG. Each composite sample was laboratory analyzed for the following: • Total MCP 14 Metals • Total SVOCs • Total Pesticides • Total Herbicides • Total PCBs • Reactivity/Corrosivity/Ignitability • Extractable Petroleum Hydrocarbons (EPH) • Total Petroleum Hydrocarbons (TPH) • Specific Conductance All soil samples were submitted to ESS Laboratory in Cranston, RI, a MassDEP-certified laboratory. The laboratory analytical report is included in Attachment D and soil analytical results are summarized in Attachment C Table 1. The grab and composite soil sample results were compared to Massachusetts Contingency Plan (MCP) 310 CMR 40.1600 RCS-1 Reportable Concentrations, 310 CMR 40.0975(6)(a) Method 1 S-1/GW-1 risk- based standards, and MassDEP Policy # COMM-97-001 Reuse Levels of Lined/Unlined Landfills. The MCP RCS-1 Reportable Concentrations are provided to determine if site conditions indicated the presence of a release to soil that would require notification to MassDEP. RCS-1 Reportable Concentrations are applicable to the site because the site is located within 500-feet of a residence. EP has compared the soil results to MCP Method 1 S-1 risk-based standards to support unrestricted reuse of the soils. S-1 soils are considered accessible soils. The Method 1 S-1 risk-based standards are presented for comparison because they are the most stringent MCP risk-based soil standards; however, it should be noted that the Method 1 S-1 risk-based standards are only applicable to MCP disposal sites. The COMM-97 Reuse Levels are provided for off-site disposal criteria at in-state landfills. Trace levels of VOCs in soil were measured above detection limits in the discreet sample collected from borings B-5, B-6 and B-7. Trace amounts of TPH were measured above method detection limits in composite samples B-1, B-4, B-5, B-6, B-7A and B-7B. Trace levels of SVOCs were measured above method detection limits in B-1, B-4, B-5 and B-6. Trace concentrations of EPH compounds were measured above method detection limits in B-1, B-6 and B-7A and trace concentrations of VPHs were detected above method detection limits in sample B-6. These low-level detections are below MCP Reportable Concentrations and MCP Method 1 Risk Based Standards and, as such, the soils can be reused on-site. If soils are disposed off-site, then the material does not need to be disposed of as contaminated or hazardous waste material under a Licensed Site Professional. Page 9 of 20 Groundwater Sampling A groundwater monitoring well was installed at Boring B-6 to determine depth to groundwater for construction purposes and to evaluate water quality to support management of groundwater during construction dewatering. A ten-foot screen was set in the monitoring well from 5-15 feet BGS. A groundwater quality sample was collected from the monitoring well on December 1, 2021. The sample was submitted to ESS Laboratory in Cranston, RI, a MassDEP-certified laboratory, for the following analysis: • Dissolved MCP 14 Metals • Total MCP 14 Metals • Total SVOCs • Volatile Organic Compounds (VOC) • Volatile Petroleum Hydrocarbons (VPH) • Extractable Petroleum Hydrocarbons (EPH) • Ammonia • Alkalinity • Total Dissolved Solids (TDS) • Sulfate • Reactive Cyanide • Reactive Sulfide Analytical results for groundwater are summarized in Attachment C, Table 2. The groundwater analytical results were compared to MCP 310 CMR 40.1600 RCGW-1 Reportable Concentrations and MCP 310 CMR 40.0974(2) Method 1 GW-1 and GW-3 groundwater standards. GW-1 Standards are not applicable to site groundwater because the area is classified as a Non Potential Drinking Water Source Area; however, the area adjacent to and south of the site is classified as an EPA Sole Source Aquifer and GW-1 Standards are applicable. To be conservative, site groundwater is compared to MCP RCGW- 1 and Method 1 GW-1 standards. Method 1 GW-2 groundwater standards are applicable to locations within 30 feet of an existing or planned building or structure that is or will be occupied, and the average annual depth to groundwater in that area is 15 feet or less. (i.e., addresses the potential for vapor intrusion). GW-2 is not applicable to site groundwater because no occupied buildings or structures are planned for the site. Method 1 GW-3 standards assume groundwater discharge to surface water and are applicable to all groundwater. As shown, VOCs were not detected above method detection limits and dissolved metals were not detected above RCGW-1, GW-1 or GW-3 standards. Concentrations of SVOCs and VPH were detected above RCGW-1 and Method 1 GW-1 standards, but well below Method 1 GW-3 standards. Concentrations of eight of the MCP 14 Metals (antimony, arsenic, beryllium, chromium, lead, nickel, thallium and vanadium) were detected above the RCGW-1 and Method 1 GW-1 standard, but only chromium and lead were detected above the MCP Method 1 GW-3 Standard. The total metals samples were highly turbid, and the elevated concentrations of metals are likely associated with sediment in the sample. The SVOCs, VPH, and elevated total metals concentrations will need to be considered when determining disposal alternatives for dewatering during construction of the pump station. Page 10 of 20 Construction Recommendations Gravity Sewer and Force Main Alignment Selection Prior to beginning the subsurface exploration program, two alternative alignments for the proposed gravity sewer mains were being considered (either Dumont Drive or through the 725 Main Street easement). Assessment of existing site conditions as shown on the Design Drawings showed potential partially removed underground storage tanks (USTs) directly north of the proposed pump station. After review of previous environmental reports and discussions with the Town, the existence of the USTs remains unclear. For this project it is assumed the USTs are still in place. Additionally, the characteristics of the existing retaining wall surrounding the 725 Main Street parcel are unknown. Based on these unknown factors, it was determined that constructing the gravity sewer on Dumont Drive would conflict with existing utilities. As a result, EP recommended the Town proceed with installing the gravity sewer and force main through the easement off Main St. Pipeline Construction The proposed gravity sewer and force main alignment through the Main St easement will be installed by conventional open cut excavation. As indicated in the Design Drawings, the proposed pump station will be connected to the existing sewer system via a single sewer manhole on Main St collecting water from 12” and 30” gravity sewer mains along Main Street and South Street. Influent wastewater will discharge south through an easement off of Main St through a newly installed 18” ductile iron gravity main. This 18” gravity sewer pipe will enter into a single 5’ manhole before discharging into a precast structure housing two (2) channel grinders. From there, the wastewater will enter the proposed pump station through an 18” ductile iron sewer pipe. Additionally, the pump station will connect into the existing downstream force main via dual 8” and 10” ductile iron force mains also through the proposed site easement. Based on the information encountered during the subsurface exploration, the underlying soils are suitable to support the water main installation with an applied load of 2 tons per square foot (2tsf). It is recommended the new sewer gravity and force mains shall be installed with at least five (5) feet of cover. Sand bedding shall surround the pipe on all sides by 6”. Pipe backfill shall consist of Type A gravel borrow or approved excavated material. The maximum size of stone in gravel shall be 6-inches, largest dimension. All backfill shall meet the following gradation requirements: Table 4: Gradation Requirements for Pipe Backfill Sieve Designation Percent Passing 1/2 in. 50-85 No. 4 40-75 No. 50 8-28 No. 200 0-10 Should localized conditions such as loose, soft soils, wet zones, organics or any unsuitable material be encountered during the installation of the pipeline, the pipe foundation should be inspected by the engineer prior to backfilling. Page 11 of 20 Support of Pipeline Excavation As stated previously, the new sewer gravity and force mains shall be installed with at least five (5) feet of cover. Maximum cover shall be eight (8) feet. This will require an overall excavation of approximately 7-10 feet BSG. The new gravity sewer and force main’s vertical alignments are expected to generally follow of the slope of the existing roadway topography. Excavated material is expected to mainly consist of fine to medium sand/silty sand, some organic material, and trace amounts of gravel. Based on the depth of excavation, an engineered earth support system, such as a trench box excavation support will most likely be utilized by the contractor. As required under OSHA regulations, the contractor shall provide a competent person to inspect the trench excavation daily before the start of work and following rain events. The support of excavation shall be designed by a licensed engineer retained by the contractor. Although variations may be present in the field, results of test boring and monitoring well drilling indicate it is unlikely that bedrock will be encountered during excavation for the new pump station, force main, and gravity sewer. Laboratory testing should be performed on the fill materials to determine the appropriate moisture- density relationship of the fill being placed. Adjustments to the soil moisture by wetting or drying should be made as needed during fill placement. Fill material should be placed in loose lifts not exceeding eight inches and should be compacted to a minimum of 95% of the standard Proctor maximum dry density as determined by ASTM D 698 and as specified in the Specifications. We recommend that a representative from the testing agency be on-site to monitor excavation and compaction operation as well as the suitability of fill materials. All finished and disturbed ground surfaces should be adequately compacted and seeded to reduce erosion. Pump Station Construction The proposed pump station will be approximately 20 feet deep and will require an excavation of up to 25 feet BSG, which includes the crushed stone bedding and the mat foundation to support the wet well structure. Due to the location of the station and depth of excavation, an engineered shoring system will be required for excavation support. The support system for the anticipated excavation shall be designed to be left in place, if required. Interlocking steel sheet piling and bracing is a suitable option for lateral support of the excavation and will help control groundwater flow into the excavation. The support of excavation and shoring shall be designed by a Massachusetts Professional Engineer, retained, and paid for by the Contractor. All excavation support systems for the new gravity sewer, force mains, and pump station shall be designed to resist lateral earth pressures and must meet all Occupational Safety and Health Administration (OSHA) requirements. The Contractor shall retain a Massachusetts Registered Professional Engineer to design a functioning excavation and support system. The design shall be submitted for review prior to construction. Based on the information encountered in the test borings and our interpretation of the boring logs, it is our opinion that the proposed pump station can be supported on a conventional mat foundation underlain by a compacted layer of crushed stone and filter fabric. The mat foundation shall be designed to extend beyond the exterior station walls to resist buoyancy. The preparation for the Page 12 of 20 crushed stone layer would require excavation and removal of all material to approximately 2 feet below the bottom of the concrete base. The stone bedding shall extend to a minimum of 2 feet beyond the outer edge of the station footprint. Based on the subsurface exploration and conditions encountered in the soil borings, the underlying soils are suitable to carry an applied bearing pressure of 1 ton per square foot (tsf) for the anticipated footing size without experiencing potential settlement of 1-inch. Retaining Wall The existing retaining wall runs along the entire eastern edge of the parcel bordering Dumont Drive. The exposed height of the wall on Dumont Drive is approximately 8 ft high as measured from the top of the wall to the ground elevation. Based on the lack of information and age of the wall, the depth of wall or foundation systems supporting the walls are unknown. The proposed layout of the pump station will require demolition of a good portion of the existing retaining wall and construction of a new wall to accommodate access to the station and servicing of equipment. The conceptual retaining wall will wrap around the north, west, and south sides of the new pump station, allowing vehicle access to the pump station off Dumont Drive. Design of the new wall and tie-in to existing will be shown on the design drawings. Lateral Earth Pressure The soil pressure exerted on a pump station wall is primarily a function of the soil backfill, type and methods used to place and compact the soil. The use of plastic backfills and excessive compaction behind a structure wall generally produces horizontal earth pressures that may exceed the vertical pressure. Equivalent fluid densities for drained level backfill may be utilized for at-rest lateral pressures for the pump station. Table 5 below presents a general guide for backfill types using equivalent fluid densities for various backfill types. The recommended design pressures do not include a ground pressure component. Table 5: Lateral Earth Pressure for PS (at-Rest) Fill Type Equivalent Fluid Density (pcf) Cohesive Soil (PI<20) 78 Granular-Sand (drained) 51 Cohesive Soil (PI>20) 82 Dewatering Based on the information obtained during the field investigation and the water level measured in the monitoring well, significant groundwater will be encountered during subgrade preparation and installation of all components of this project. Groundwater mitigation techniques that may be used to control dewatering efforts shall include using physical barriers such as sandbags, diversion trenching, open sump pumping, deep well systems, vacuum wellpoint systems, or a combination of these techniques. Assessment of the need for groundwater control and installation equipment is the responsibility of the contractor. Groundwater should be controlled in a manner that will preserve the stability of the excavation and be lowered to a minimum of two feet below the bottom of the Page 13 of 20 excavation. EP recommends that groundwater be initially set up to discharge into frac tanks and secondary containments before overland discharge. The Contractor would then be required to sample the water and test it for contaminants and develop a procedure by which, an effective method of treatment can be developed to treat the specific contaminants found in the groundwater. Common treatment include frac tanks to allow sediment to settle out followed by a bladder bad within haybale containment. This treatment method will prevent any discharge of fines or potential contaminants into adjacent properties or nearby water bodies or wetlands. All water discharged from temporary dewatering and drainage systems shall be disposed of in accordance with sedimentation and control plans and methods approved by the Barnstable Conservation Commission. Additionally, dewatering discharge should be in strict accordance with EPA permits and 40 CFR. Sanitary sewer systems or private on-site septic systems shall not be used to dispose of drainage. A professional engineer, hired by the Contractor, shall be required to design the dewatering system. Settlement Analysis The borings recently advanced at the site of the proposed pump station encountered medium dense sand with trace gravel, organic material, and high groundwater levels. Settlements under the pump station are expected to be within the tolerable range for the proposed structure. Our settlement estimate indicates that settlements less than 1 inch for the proposed below grade structure should be anticipated by end of construction activities and post construction settlements should be negligible. Seismic Conditions Seismic design conditions for the project site should utilize a Site Class “D,” according to the 2009 International Building Code. The IBC Site Class determination is based on the top 100 feet of rock and soil profile. Although the borings performed at the site are much shallower than 100 feet, generalized information of the site and the site conditions observed during drilling operations suggest this Site Class. Generally, soils more susceptible to liquefaction are saturated, loose sandy soils including granular silts. Soils encountered at the site could be considered to be liquefiable given that the underlying soils are of medium density combined with the presence of groundwater, but based on USGS maps, there are no active faults in the general vicinity of the proposed project. Therefore, liquefaction potential is not anticipated to be an issue for the proposed site and the risk of seismically induced settling is relatively low. Seismic Design Parameters The USGS interactive page (geohazards.usgs.gov) based on ASCE/SEI 7-22 indicates a maximum peak horizontal ground acceleration (PGA) on the order of 0.165 g for a seismic event with 2% probability of exceedance in 50 years (design basis earthquake). Based on our exploratory borings, we provide the design parameters shown in Table 3 below. We determined these values using a site latitude of 41.647456 and longitude of -70.293981 with the SEAOC/OSHPD Seismic Design Maps Tool based on ASCE/SEI 7-10. Page 14 of 20 Table 6: Seismic Design Parameters Site Class: D Risk Category: III Ss – Acceleration Parameter 0.17 g S1 – Acceleration Parameter 0.043 g SMS – Adjusted MCE* Spectral response Acceleration Parameter 0.21 g SM1 – Adjusted MCE* Spectral response Acceleration Parameter 0.09 g SDS – Design Spectral Acceleration Parameter 0.14 g SD1 – Design Spectral Acceleration Parameter 0.06 g TL – Long Period Transition Period** 6 *Maximum Considered Earthquake **Figure 22-12, ASCE 7-22 Liquefaction Potential Liquefaction can occur when saturated, loose to medium dense, granular soils, generally within 50 feet of the ground surface or specifically defined cohesive soils are subject to ground shaking. Based on the soil and ground water conditions encountered during the subsurface exploration and current industry accepted liquefaction evaluation methods, liquefaction is not anticipated to be an issue for this site. Other Construction Considerations The foundation area for the pump station should be prepared by removing organic soils and other unsuitable materials to expose the naturally deposited inorganic sand, gravel, or rock. The outer limit of the excavation should be at least 5 feet beyond the outer perimeter of the foundation mat, where possible. Temporary construction slopes should be designed and excavated in strict compliance with the rules and regulations of the Occupational Safety and Health Administration (OSHA), 29 CFR, Part 1926. All excavations and support of excavation shall conform to the new OSHA guidelines. Groundwater may be encountered in the excavation for the proposed pump station. It is anticipated that groundwater and surface water entering the excavation can be managed to prevent subgrade disturbance using normal diversion trenching and sump pumping. Soils below the proposed pump station mat foundation should not be allowed to freeze before, during, or after foundation construction. In addition, the exposed foundation subgrade should be compacted with a heavy vibratory roller until firm and stable. All fill placed below foundation bearing levels shall be crushed stone. All fill placed against the precast concrete pump station, and in areas that are designated to be paved, should be structural fill. Structural fill is defined as well graded natural sand and gravel with a maximum particle size of four inches and no more than 10 percent passing the No. 200 sieve. Structural fill should be placed in 6-to- 8-inch loose lifts and compacted to 95% if the Modified Proctor Maximum Dry Density (ASTM D1557) for the specific material being used. Structural fill should not be placed if it is frozen or contains ice or snow. Page 15 of 20 It is recommended that structural fills be constructed as controlled, well‐compacted engineered fills. Structural engineered fill should be inorganic, low plastic clay, sand, or gravel. It is recommended that only granular fill be used within the pump station footprint and within 5 feet of the foundation mat footprint, where possible. The intent of these recommendations is to reduce the potential for consolidation and settlement of new fills. Laboratory testing should be performed on the fill materials to determine the appropriate moisture density relationship of the fill being placed. Adjustments to the soil moisture by wetting or drying should be made as needed during fill placement. During grading operations, representative samples of the proposed imported structural fill materials should be periodically checked via laboratory testing. A fulltime representative from the testing agency should be on site to monitor excavation and grading operation as well as the suitability of fill materials. All finished and disturbed ground surfaces should be adequately prepared to reduce erosion. All slopes should be graded at a 2% slope away from the pump station to shed all runoff water away from the structure. Re-Use of Excavated Materials The excavated soils are not suitable for pipe bedding, however they can be used as common fill provided they meet the specification for common fill presented in the Specifications. We recommend that samples be collected and tested in the laboratory for gradation analysis to ensure they meet the criteria for common backfill. Should the contractor elect to do so, it should be his responsibility to screen and amend the materials to conform with the specifications. Disposal of Excavated Materials The surplus excavated soils that are not used as backfill will need to be disposed of based on the presence of contaminants. Soils should be disposed of based on local, state, and federal regulations as put forth in 310 CMR 40 through MassDEP. It is recommended the contractor test, at a minimum, every 250 cubic yards of excavated soil for contaminants. If soil samples meet the MCP RCS-1 criteria, they are permitted to be disposed of at the Barnstable owned landfill. If the soils are shown to contain contaminants, they are required to be disposed of at a hazardous waste facility as specified in 31- CMR 40. As required in the design specifications, the contractor will be required to submit a Soil Management Plan to be approved prior to any soil disposal. Attachments Attachment A – Borings and Monitoring Wells Figure Attachment B – Boring Logs Attachment C – Environmental Test Results Table Attachment D – Laboratory Analysis Limitations This report has been prepared in accordance with generally accepted geotechnical engineering practices and it is intended to be used to assist in design of the proposed gravity sewer, force main, and pump station at 725 Main St in Hyannis, MA to replace the existing pump station located at 720 Main St, Hyannis, MA. The findings and recommendations contained in this report are based on site Page 16 of 20 conditions encountered during the subsurface exploration. These opinions were arrived at in accordance with accepted engineering procedures at this time. Conclusions and additions made from this data by others are their responsibilities. Should the location of the proposed pipes and structures change, or if the soil conditions become notably different during construction from those described herein, Environmental Partners Group, LLC. should be notified immediately. Should potentially hazardous materials be encountered at the site during excavation, an environmental investigation should be performed immediately. Prepared by: _____________________________ Ziad F. Kary, P.E. Senior Principal Environmental Partners Group, Inc. ATTACHMENT A Borings and Monitoring Well Figures B-5 B-4 B-3B-2 B-1 B-7 B-6/MW-1 Source: Esri, Maxar, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community 1 inch = 100 feet µ Borings and Monitoring Well Locations 720 Main St Pump Station Replacement Town of Barnstable, MA 0 40 80 120 Feet Legend Monitoring Wells Borings Main Str e et Dumont Drive ATTACHMENT B Boring Logs BORING LOG Boring No:B-1 Location: Main Street See Site Figure Approx. Ground Elevation: 17.83 feet Approx. Groundwater Elevation: 11.08 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Pen./ (feet) No. Rec. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 SAND Soil Description S1 S2 S3 60"/35" 60"/16" 60"/30" 4" Asphalt 5" Road Base 26" Brown, fine to medium SAND with trace gravel, dry Dark Brown to Brown, poorly graded SAND with petroleum odor, dry to wet Brown, fine to medium SAND with trace gravel, wet Stratum Change Depth (feet) PID (ppm) 0.4 0.3 0.3 ASPHALT ROAD BASE Note 1 Boring Terminated at 15 SAND SAND Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger NOTES: 1. Groundwater estimated @ approximately 6.75' below grade. Date of Groundwater Elevation: 11/17/21 @ 1330 Date: 11/17/21 Weather: Cloudy 40s Performed By: SJG BORING LOG Boring No:B-2 Location: Main Street See Site Figure Approx. Ground Elevation: 17.47 feet Approx. Groundwater Elevation: 10.97 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Pen./ (feet) No. Rec. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 31" Brown, fine to medium SAND, wet SAND NOTES: 1. Groundwater estimated @ approximately 6.5' below grade. 10" Brown, silty SAND, dry 14" Dark Brown, ORGANIC LAYER, moist ORGANIC LAYER SAND 23" Dark Brown, ORGANIC LAYER, moist 4" Dark Brown, fine SAND, wet 5" Brown, poorly graded SAND with gravel, wet S3 60"/48" 17" Brown, poorly graded SAND with gravel, wet 0.3 S1 60"/35" 5" Asphalt ASPHALT 5" Road Base S2 60"/32"0.4 1 ORGANIC LAYER SAND 0.4 ROAD BASE NotePID (ppm) Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger Weather: Cloudy 40s Date of Groundwater Elevation: 11/17/21 @ 1400 Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) BORING LOG Boring No:B-3 Location: Dumont Drive See Site Figure Approx. Ground Elevation: 18.3 feet Approx. Groundwater Elevation: 11.3 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Pen./ (feet) No. Rec. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 NOTES: 1. Groundwater estimated @ approximately 7' below grade. 13" Brown, TOPSOIL TOPSOIL 8" Brown/Orange, silty SAND, dry 4" Dark Brown, fine SAND, dry 16" Brown, SAND, moist 12" Dark Brown, ORGANIC LAYER, wet SAND ORGANIC LAYER SAND 40" Brown, fine to medium SAND, wet 20" Dark Brown, fine to medium SAND, wet SANDS3 60"/60"0.3 S2 60"/38" 1 10" Brown, SAND, wet 0.3 Note S1 60"/25"0.3 PID (ppm) SAND Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) Weather: Cloudy 40s Date of Groundwater Elevation: 11/17/21 @ 1430 Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger BORING LOG Boring No:B-4 Location: Dumont Drive See Site Figure Approx. Ground Elevation: 15.83 feet Approx. Groundwater Elevation: 10.83 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Pen./ (feet) No. Rec. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 NOTES: 1. Groundwater estimated @ approximately 5' below grade. 21" Brown, fine to medium SAND, wet SAND 6" FILL (Asphalt Millings)FILL 21" Brown, poorly graded SAND, dry SAND 23" Dark Brown, ORGANIC LAYER, wet, no odor S3 60"/60"SAND 0.2Brown, fine to medium SAND, wet 1 S2 60"/44"0.2 S1 60"/27"0.2 ORGANIC LAYER NotePID (ppm) Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger Weather: Cloudy 40s Date of Groundwater Elevation: 11/17/21 @ 1515 Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) BORING LOG Boring No:B-5 Location: Dumont Drive See Site Figure Approx. Ground Elevation: 14.01 feet Approx. Groundwater Elevation: 11.01 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Pen./ (feet) No. Rec. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 NOTES: 1. Groundwater estimated @ approximately 3' below grade. FILL (Asphalt Millings, Brick, Sand) dry to wet FILL 15" Dark Brown, silty SAND, wet 12" Brown, poorly graded SAND, wet 12" Brown, fine SAND, wet SAND 36" Brown, fine to medium SAND, wet 24" Dark Brown, poorly graded SAND, wet S1 60"/33" S3 60"/60"SAND 0.5 S2 60"/39"0.5 Note 0.5 PID (ppm) 1 Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) Weather: Cloudy 40s Date of Groundwater Elevation: 11/17/21 @ 1600 Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger BORING LOG Boring No: Location: PS Location See Site Figure Approx. Ground Elevation: 19.47 feet Approx. Groundwater Elevation: 10.52 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Blows Per Pen./ (feet) No. 6-Inch Rec. 5 5" Topsoil 1 6 8 2 8 3 4 5 5 4" Dark Brown, organic layer 6 5 5 7 3 8 9 10 1 11 1 1 12 1 13 14 15 3 16 2 3 17 6 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 1 B-6/MW-1 0.4 0.4 9.9 0.5 PID (ppm)Soil Description 13" Brown, SAND with trace gravel, dry Stratum Change Depth (feet) TOPSOIL SAND 13" Brown, fine to medium SAND with trace Gravel, dry Dark Brown, fine SAND with petroleum odor, wet Brown, fine to medium SAND, wet, with petroleum odor SAND SAND ORGANIC SAND PID (ppm) S4 24"/19" Note Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger Weather: Cloudy 40s Performed By: SJG Date: 11/17/21 S1 24"/18" S2 24"/17" 1 S3 24"/12" Date of Groundwater Elevation: 12/1/21 @ 1430 NOTES: 1. Groundwater measured @ 8.95' below grade in monitoring well on 12/1/2021. BORING LOG Boring No:B-7 Location: PS Location See Site Figure Approx. Ground Elevation: 19.43 feet Approx. Groundwater Elevation: 10.83 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Blows Per Pen./ (feet) No. 6-Inch Rec. 2 3" Topsoil 1 6 5" Brown, silty SAND, dry 4 8" Brown, SAND with trace gravel, dry 2 5 5 3 5 6 4 7 4 5" Dark Brown, organic layer, dry 5 3 3 6 3 1 7 1 3 8 1 1 Dark Brown, organic layer 9 1 1 10 1 1 11 1 1 12 5 6 13 4 3 14 4 4 15 5 6 16 8 4 17 5 6 18 6 1 19 1 1 20 2 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 1 of 2 8" Brown, fine to medium SAND, petroleum odor, wet Dark Brown, SAND with wood, petroleum odor, wet 0.3 SAND Brown, SAND with trace gravel, dry SAND 10" Brown, SAND, dry SAND Brown, fine to medium SAND with trace gravel, dry SAND Dark Brown, SAND, petroleum odor, wet SAND 8" Brown, poorly graded SAND with gravel, petroleum odor, wet SAND Brown, fine to medium SAND, petorleum odor, wet SAND Brown, fine to medium SAND, petroleum odor, wet 0.5 0.8 2.1 0.1 0.5 SAND 24"/15" 24"/14" 24"/12" 24"/16" 24"/8" 24"/19" 24"/18" S2 S3 S4 S5 S7 Note Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger Weather: Cloudy 40s Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) PID (ppm) Date of Groundwater Elevation: 11/17/21 @ 0900 S1 24"/16" TOPSOIL 24"/13" ORGANIC LAYER 1ORGANIC LAYER 1.2 0.5 SAND NOTES: 1. Groundwater measured @ 8.6' below grade in augers. S6 24"/18" 0.3 1 SAND S8 S9 S10 BORING LOG Boring No:B-7 Location: PS Location See Site Figure Approx. Ground Elevation: 19.43 feet Approx. Groundwater Elevation: 10.83 fee Datum: NAVD88 Boring Locus Map Project No. 271-2104 Depth Sample Blows Per Pen./ (feet) No. 6-Inch Rec. 1 21 1 3 22 6 5 23 5 6 24 8 25 26 27 28 29 30 LEGEND S - Split Spoon Sample O/A - Sample Collected Off the Augers UT - Undisturbed Tube Sample Trace - Approximately 0 to 10%Some - Approximately 20 to 35% Little - Approximately 10 to 20%And - Approximately 35 to 50% 0-10 Coarse Soil N Value - Loose 30-50 Coarse Soil N Value - Dense 10-30 Coarse Soil N Value - Medium Dense >50 Coarse Soil N Value - Very Dense 0-4 Fine Soil N Value - Soft 8-15 Fine Soil N Value - Stiff >30 Fine Soil N Value - Hard 4-8 Fine Soil N Value - Medium Stiff 15-30 Fine Soil N Value - Very Stiff ENVIRONMENTAL PARTNERS Page 2 of 2 NOTES: 1. Groundwater measured @ 8' below grade in augers. 2. Augered to 30' below grade to confirm the absence of bedrock. Brown, fine to medium SAND, petroleum odor, wet Brown, fine to medium SAND, petroleum odor, wet SAND SAND Boring Terminated at 30' Below Grade Augered to 30 Feet Below Grade No Rock Encountered S12 24"/22"0.8 2 Note S11 24"/15"0.5 PID (ppm) Performed By: SJG Date: 11/17/21 Soil Description Stratum Change Depth (feet) Weather: Cloudy 40s Date of Groundwater Elevation: 11/17/21 @ 0900 Project: 720 Main Street PS Replacement Location: 720 Main Street Client:Town of Barnstable Driller: Crawford Drilling Drilling Methods: Auger ATTACHMENT C Environmental Test Results Table Page 1 of 1 Table 1: 720 Main Street Pump Station Borings Soil Analysis Results Hyannis, MA Sample Identification:B-1 B-2 B-3 B-4 B-5 B-6 B-7A B-7B Sample Date Nov-21 Nov-21 Nov-21 Nov-21 Nov-21 Nov-21 Nov-21 Nov-21 0'-15'0'-15'0'-15'0'-15'0'-15'0'-17'0'-8'8'-24' 5'-10'5'-10'5'-10'5'-10'5'-10'10'-12'NA 10'-12' Analyte Units S-1 / GW-1 VOCs (1) 1,2,4-Trimethylbenzene mg/kg 1000 100 -----0.0053 NA - 1,3,5-Trimethylbenzene mg/kg 10 100 -----0.808 NA 0.012 Acetone mg/kg 6 6 ----0.0589 -NA - Isopropylbenzene mg/kg 1000 -----0.04 NA 0.0122 Naphthalene mg/kg 4 4 -----0.0128 NA 0.0046 n-Butylbenzene mg/kg 100 100 -----1.92 NA - n-Propylbenzene mg/kg 100 100 -----0.747 NA 0.0242 sec-Butylbenzene mg/kg 100 100 -----0.0059 NA - Xylene P,M mg/kg 100 400 -----0.0196 NA - Xylenes (Total)mg/kg 100 400 -----0.0196 NA - Total VOCs mg/kg 10 / 4 (2)----0.0589 3.5782 NA 0.053 PCBs mg/kg 1 1 < 2 / < 2 -------- Classic Chemistry Conductivity umhos/cm 8000 / 4000 240 583 139 41 54 45 46 77 Corrosivity (pH)S.U.6.45 6.52 6.73 6.64 6.44 6.3 6.16 6.24 Flashpoint °F >200 >200 >200 >200 >200 >200 >200 >200 Reactive Cyanide mg/kg 30 30 -------- Reactive Sulfide mg/kg -------- Pesticides -------- Herbicides -------- EPHs C19-C36 Aliphatics 3000 3000 42 -----17.2 - C11-C22 Aromatics 1000 1000 39.6 ------- C11-C22 Unadjusted Aromatics 1000 1000 44.5 ----26.8 -- VPHs C5-C8 Aliphatics 100 100 -----15 NA - TPHs Total Petroleum Hydrocarbons mg/kg 1000 1000 5000 / 2500 79.7 --45.9 15.4 12.5 13.8 12.2 SVOC Target Compounds Benzo(a)anthracene mg/kg 7 7 0.699 --0.492 -0.449 -- Benzo(a)pyrene mg/kg 2 2 0.647 --0.344 0.208 0.445 -- Benzo(b)fluoranthene mg/kg 7 7 0.645 ----0.479 -- Benzo(g,h,i)perylene mg/kg 1000 1000 0.378 ------- Benzo(k)fluoranthene mg/kg 70 70 0.529 ------- Chrysene mg/kg 70 70 0.802 --0.436 0.259 0.447 -- Fluoranthene mg/kg 1000 1000 1.15 --0.813 0.437 0.823 -- Indeno(1,2,3-cd)Pyrene mg/kg 7 7 0.478 ----0.408 -- Phenanthrene mg/kg 10 10 0.399 --0.643 -0.369 -- Pyrene mg/kg 1000 1000 1.12 --0.728 -0.74 -- Total SVOCs mg/kg 100 / 100 6.847 --3.456 0.904 4.16 -- Total Metals Arsenic mg/kg 20 20 40 / 40 ----3.23 --- Barium mg/kg 1000 1000 6.66 12.9 20.8 6.03 57.4 6.09 6.37 4.13 Beryllium mg/kg 90 90 -0.16 0.25 -0.22 --- Chromium mg/kg 100 100 1000 / 1000 5.32 6.02 4.36 1.82 11 19.6 5.66 2.31 Lead mg/kg 200 200 2000 / 1000 14.1 17.2 55.7 9.56 140 10.5 7.02 - Mercury mg/kg 20 20 10 / 10 ----0.042 --- Nickel mg/kg 600 600 --4.77 ----- Vanadium mg/kg 400 400 5.02 9.14 7.57 2.86 5.99 3.94 4.16 2.59 Zinc mg/kg 1000 1000 15.7 16.8 29 14.8 57.5 14.4 10.6 6.34 Notes: RCS-1 = Reportable Concentrations for contaminated soil taken from MassDEP Oil & Hazardous Material List S-1 & GW-1 standards taken from 310 CMR 40.0975(6)(a): Table 2 Reuse levels taken from MassDEP Policy # COMM-97-001 NA = Not Analyzed - = Not detected above Method Detection Limit (MDL) (1) = Volatile Organic Compounds (VOCs) by Method 8260 - only VOCs detected above MDL are listed. (2) = Values listed are for Total VOCs. Composite Sample Depth: COMM-97 Reuse Levels of Lined/ Unlined Landfills VOC Grab Sample Depth: RCS-1 MCP Method 1 Risk Based Soil Standards Table 2: 720 Main Street Pump Station Borings Groundwater Analysis ResultsHyannis, MAMCP GW-1 MCP GW-3 RCGW-1 EP MW-1Date Sampled12/1/2021VOCsNDSVOCsBenzo(a)pyrene ug/L0.25000.2 0.43bis(2-Ethylhexyl)phthalate ug/L650000628Pentachlorophenol ug/L120011.86VPHC5-C8 Aliphatics ug/L30050000300 373Dissolved MetalsArsenic ug/L10 900 10 8.8Lead ug/L15 10 10 9.1Vanadiumug/L30 40003025.8Total MetalsAntimonyug/L6800066.6Arsenic1090010116Berylliumug/L4200414.8Chromium (Total)ug/L100 300100318Leadug/L15 1010380Mercuryug/L2 2021.61Nickelug/L100200100172Thalliumug/L2300025.5Vanadiumug/L30400030571Zincug/L5000 900900791Classical ChemistryAlkalinity as CaCO3mg/LNS NSNS80Ammonia as Nmg/LNS NSNS2.06Total Dissolved Solidsmg/LNS NSNS110Notes:"ND" = Not Detected Above Method Detection Limit Gray shaded area is non-potential drinking water source area (GW-1 not applicable, NS = No Standard AvailableGW-3 applicable)µg/L = micrograms per liter (approximately equal to part per billion (ppb)) GW-1 and GW-3 Standards applicable outside gray shaded areaRefer to laboratory reports for a complete list of compounds analyzed, dilutions and laboratory limits.MCP Method 1 Risk Based GW StandardsReportable Concentrations ATTACHMENT D Laboratory Analysis 1 of 1 12.20.2021 Depth (Ft) As Received Moisture Content % LL % PL % Gravel % Sand % Fines % Org. %Gs Dry unit wt. pcf Test Moisture Content % gd MAX (pcf) Wopt (%) gd MAX (pcf) Wopt (%) (Corr.) Target Test Setup as % of Proctor CBR @ 0.1" CBR @ 0.2" Permeability cm/sec D2216 D2974 D854 B-7 S-10 18-20 21-S-B475 0.0 99.0 1.0 Light Brown poorly graded sand B-7 S-11 20-22 21-S-B476 0.0 99.3 0.7 Light Brown poorly graded sand B-7 S-12 22-24 21-S-B477 0.0 97.8 2.2 Light Brown poorly graded sand Date Reviewed:12.20.2021Reviewed By:12.14.2021Date Received: Laboratory No.Boring No.Sample No. Laboratory Log and Soil Description D6913 D1557D4318 Summary Page: Fax: (401)-467-2398 PM: Stephen Gabriel EVP Project Number: 271-2104 cts.thielsch.com Assigned By: Stephen Gabriel LABORATORY TESTING DATA SHEET, Report No.: 7421-M-B009 Identification Tests Proctor / CBR / Permeability Tests Project Information: Cranston RI, 02910 Environmental Partners 720 Main Street PS Replacement Phone: (401)-467-6454 Quincy, MA 195 Frances Avenue Client Information: Let's Build a Solid Foundation Collected By: SJG Report Date: 720 Main Street, Hyannis, MA This report only relates to items inspect and/or tested. No warranty, expressed or implied, is made. This report shall not be reproduced, except in full, without prior written approval from the Agency, as defined in ASTM E329. Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 7.5 40.7 50.8 1.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Soil Depth: 18-20' Sample Number: B-7 / S-10 Client: Project: Project No:Figure Light Brown poorly graded sand #4 #10 #20 #40 #60 #100 #200 100.0 92.5 78.7 51.8 19.7 5.0 1.0 NP NV NP SP A-3 1.6029 1.1467 0.4969 0.4121 0.3005 0.2248 0.1929 2.58 0.94 Sample received with standing water. 12.14.2021 12.16.2021 RL / DN Ronelle LeBlanc, E.I.T. Laboratory Supervisor Environmental Partners 720 Main Street PS Replacement 720 Main Street, Hyannis, MA 271-2104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 21-S-B475 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 7.4 51.1 40.8 0.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Soil Depth: 20-22' Sample Number: B-7 / S-11 Client: Project: Project No:Figure Light Brown poorly graded sand #4 #10 #20 #40 #60 #100 #200 100.0 92.6 71.3 41.5 17.2 5.0 0.7 NP NV NP SP A-1-b 1.7083 1.3495 0.6361 0.5076 0.3359 0.2346 0.1967 3.23 0.90 12.14.2021 12.16.2021 RL / DN Ronelle LeBlanc, E.I.T. Laboratory Supervisor Environmental Partners 720 Main Street PS Replacement 720 Main Street, Hyannis, MA 271-2104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 21-S-B476 Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 1.0 53.4 43.4 2.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (D6913 & ASTM D 1140) Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Title: Date Sampled:Source of Sample: Soil Depth: 22-24' Sample Number: B-7 / S-12 Client: Project: Project No:Figure Light Brown poorly graded sand #4 #10 #20 #40 #60 #100 #200 100.0 99.0 87.0 45.6 12.6 4.0 2.2 NP NV NP SP A-1-b 0.9245 0.8086 0.5218 0.4520 0.3413 0.2644 0.2324 2.25 0.96 12.14.2021 12.16.2021 RL / DN Ronelle LeBlanc, E.I.T. Laboratory Supervisor Environmental Partners 720 Main Street PS Replacement 720 Main Street, Hyannis, MA 271-2104 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *(no specification provided) Thielsch Engineering Inc. Cranston, RI 21-S-B477 Standard 4-Day 3-Day 2-Day 1-Day 0%25%50%75%100% Material Source Depth (ft.)Containers per Sample TEI Lab No. Soil 18'-20'1 X Soil 20'-22'1 X Soil 22'-24'1 X End of Primary ConsolidationD2435Consol.* Notes720 Main Street Hyannis, MA Project Number 271-2104 D2850D4767Consolidated DrainedD7181Unconsolidated UndrainedPerm. PO/Proposal #D698Received By: (Signature, Date & Time)D2435Quincy, MA 02169 C1170Gradation, Classification and hold sample. *Specify Test Conditions (Project/Material Specification, Density and Moisture, Test Normal Loads, Test Confining Stresses, etc.): Comments:D4318S2974D6913/C136D7928B-7 S12 D2434D5084D1883Direct ShearCBRRelinquished By: (Signature, Date & Time) Company City, State, Zip 1900 Crown Colony Drive Environmental Partners Contact Person Stephen Gabriel 720 Main Street PS Replacement Project Address *Please notify TEI if there are project/material specifications your material needs to meet* Client Sample ID B-7 S10 B-7 S11 D1557sjg@envpartners.com D2216Thielsch Engineering, Inc. Construction Testing Services 195 Frances Avenue, Cranston RI 02910 Tel. (401) 467-6454 Fax (401) 467-2398 cts.thielsch.com Company Name Project Name SOIL ASSIGNMENT SHEET Turnaround Time (please circle/highlight)% FinerTEI Project / Report #: % Water ContentAtterberg Limits% OrganicStandard ConsolidationSieve -200%HydrometerSpecific GravityModified ProctorStandard ProctorCompany Address Consolidated UndrainedTube Density/TorvaneUnconfined CompressionSoil Strength 617-657-0200 D2166D3080 / D6528D2937/D2537ProctorIdentification Tests Sand PermeabilityClay PermeabilityTelephone Number Email Address Sampled by: SJG D854Relinquished by: (Signature, Date & Time)Received By: (Signature, Date & Time) 720 Main Street Pump Station Replacement Project Appendices Stormwater Report December 29, 2022 APPENDIX D Stormwater Calculations 1S Predevelopment Catchment 10P Exfiltration Routing Diagram for 725MainSt_PreDevelopment Prepared by Apex Companies, Printed 12/29/2022 HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 2HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 NRCC 2-yr Type III 24-hr Default 24.00 1 3.28 2 2 NRCC_10-yr Type III 24-hr Default 24.00 1 4.80 2 3 NRCC_25-yr Type III 24-hr Default 24.00 1 5.97 2 4 NRCC_100-yr Type III 24-hr Default 24.00 1 8.31 2 725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 3HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.156 49 50-75% Grass cover, Fair, HSG A (1S) 0.028 45 Woods, Poor, HSG A (1S) 0.184 48 TOTAL AREA 725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 4HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.184 HSG A 1S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.184 TOTAL AREA 725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 5HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.156 0.000 0.000 0.000 0.000 0.156 50-75% Grass cover, Fair 1S 0.028 0.000 0.000 0.000 0.000 0.028 Woods, Poor 1S 0.184 0.000 0.000 0.000 0.000 0.184 TOTAL AREA Type III 24-hr NRCC 2-yr Rainfall=3.28"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 6HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=8,011 sf 0.00% Impervious Runoff Depth=0.10"Subcatchment 1S: Predevelopment Tc=6.0 min CN=48 Runoff=0.00 cfs 0.002 af Inflow=0.00 cfs 0.002 afPond 10P: Exfiltration Primary=0.00 cfs 0.002 af Total Runoff Area = 0.184 ac Runoff Volume = 0.002 af Average Runoff Depth = 0.10" 100.00% Pervious = 0.184 ac 0.00% Impervious = 0.000 ac Type III 24-hr NRCC 2-yr Rainfall=3.28"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 7HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Predevelopment Catchment Runoff = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af, Depth= 0.10" Routed to Pond 10P : Exfiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC 2-yr Rainfall=3.28" Area (sf) CN Description 6,809 49 50-75% Grass cover, Fair, HSG A 1,202 45 Woods, Poor, HSG A 8,011 48 Weighted Average 8,011 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 10P: Exfiltration Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 0.10" for NRCC 2-yr event Inflow = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 13.74 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 8HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=8,011 sf 0.00% Impervious Runoff Depth=0.51"Subcatchment 1S: Predevelopment Tc=6.0 min CN=48 Runoff=0.05 cfs 0.008 af Inflow=0.05 cfs 0.008 afPond 10P: Exfiltration Primary=0.05 cfs 0.008 af Total Runoff Area = 0.184 ac Runoff Volume = 0.008 af Average Runoff Depth = 0.51" 100.00% Pervious = 0.184 ac 0.00% Impervious = 0.000 ac Type III 24-hr NRCC_10-yr Rainfall=4.80"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 9HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Predevelopment Catchment Runoff = 0.05 cfs @ 12.14 hrs, Volume= 0.008 af, Depth= 0.51" Routed to Pond 10P : Exfiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80" Area (sf) CN Description 6,809 49 50-75% Grass cover, Fair, HSG A 1,202 45 Woods, Poor, HSG A 8,011 48 Weighted Average 8,011 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 10P: Exfiltration Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 0.51" for NRCC_10-yr event Inflow = 0.05 cfs @ 12.14 hrs, Volume= 0.008 af Primary = 0.05 cfs @ 12.14 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 10HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=8,011 sf 0.00% Impervious Runoff Depth=0.99"Subcatchment 1S: Predevelopment Tc=6.0 min CN=48 Runoff=0.15 cfs 0.015 af Inflow=0.15 cfs 0.015 afPond 10P: Exfiltration Primary=0.15 cfs 0.015 af Total Runoff Area = 0.184 ac Runoff Volume = 0.015 af Average Runoff Depth = 0.99" 100.00% Pervious = 0.184 ac 0.00% Impervious = 0.000 ac Type III 24-hr NRCC_25-yr Rainfall=5.97"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 11HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Predevelopment Catchment Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.015 af, Depth= 0.99" Routed to Pond 10P : Exfiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97" Area (sf) CN Description 6,809 49 50-75% Grass cover, Fair, HSG A 1,202 45 Woods, Poor, HSG A 8,011 48 Weighted Average 8,011 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 10P: Exfiltration Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 0.99" for NRCC_25-yr event Inflow = 0.15 cfs @ 12.11 hrs, Volume= 0.015 af Primary = 0.15 cfs @ 12.11 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 12HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=8,011 sf 0.00% Impervious Runoff Depth=2.22"Subcatchment 1S: Predevelopment Tc=6.0 min CN=48 Runoff=0.43 cfs 0.034 af Inflow=0.43 cfs 0.034 afPond 10P: Exfiltration Primary=0.43 cfs 0.034 af Total Runoff Area = 0.184 ac Runoff Volume = 0.034 af Average Runoff Depth = 2.22" 100.00% Pervious = 0.184 ac 0.00% Impervious = 0.000 ac Type III 24-hr NRCC_100-yr Rainfall=8.31"725MainSt_PreDevelopment Printed 12/29/2022Prepared by Apex Companies Page 13HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Predevelopment Catchment Runoff = 0.43 cfs @ 12.10 hrs, Volume= 0.034 af, Depth= 2.22" Routed to Pond 10P : Exfiltration Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31" Area (sf) CN Description 6,809 49 50-75% Grass cover, Fair, HSG A 1,202 45 Woods, Poor, HSG A 8,011 48 Weighted Average 8,011 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Pond 10P: Exfiltration Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 2.22" for NRCC_100-yr event Inflow = 0.43 cfs @ 12.10 hrs, Volume= 0.034 af Primary = 0.43 cfs @ 12.10 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 2S Pump Station Access Pavement 5S Pump Station Roof 7S Driveway 3P Cultec 6P Leaching CB 8PCB Infiltration Trenches 4L Connection to existing drainage 9L Offsite Routing Diagram for 2022-12-28_725MainSt_HydroCAD Prepared by Apex Companies, Printed 12/29/2022 HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 2HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 NRCC 2-yr Type III 24-hr Default 24.00 1 3.28 2 2 NRCC_10-yr Type III 24-hr Default 24.00 1 4.80 2 3 NRCC_25-yr Type III 24-hr Default 24.00 1 5.97 2 4 NRCC_100-yr Type III 24-hr Default 24.00 1 8.31 2 2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 3HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.111 98 Paved parking, HSG A (2S) 0.037 83 Paved roads w/open ditches, 50% imp, HSG A (7S) 0.036 98 Roofs, HSG A (5S) 0.184 95 TOTAL AREA 2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 4HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.184 HSG A 2S, 5S, 7S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.184 TOTAL AREA 2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 5HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchm Numbers 0.111 0.000 0.000 0.000 0.000 0.111 Paved parking 0.037 0.000 0.000 0.000 0.000 0.037 Paved roads w/open ditches, 50% imp 0.036 0.000 0.000 0.000 0.000 0.036 Roofs 0.184 0.000 0.000 0.000 0.000 0.184 TOTAL AREA Type III 24-hr NRCC 2-yr Rainfall=3.28"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 6HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=4,850 sf 100.00% Impervious Runoff Depth=3.05"Subcatchment 2S: Pump Station Access Tc=6.0 min CN=98 Runoff=0.35 cfs 0.028 af Runoff Area=1,560 sf 100.00% Impervious Runoff Depth=3.05"Subcatchment 5S: Pump Station Roof Tc=6.0 min CN=98 Runoff=0.11 cfs 0.009 af Runoff Area=1,600 sf 50.00% Impervious Runoff Depth=1.68"Subcatchment 7S: Driveway Tc=6.0 min CN=83 Runoff=0.07 cfs 0.005 af Peak Elev=15.80' Storage=0.000 af Inflow=0.35 cfs 0.028 afPond 3P: Cultec Discarded=0.35 cfs 0.028 af Primary=0.00 cfs 0.000 af Outflow=0.35 cfs 0.028 af Inflow=0.11 cfs 0.009 afPond 6P: Leaching CB Primary=0.11 cfs 0.009 af Peak Elev=0.00' Inflow=0.07 cfs 0.005 afPond 8P: Infiltration Trenches Outflow=0.50 cfs 1.984 af Inflow=0.00 cfs 0.000 afLink 4L: Connection to existing drainage Primary=0.00 cfs 0.000 af Inflow=0.50 cfs 1.984 afLink 9L: Offsite Primary=0.50 cfs 1.984 af Total Runoff Area = 0.184 ac Runoff Volume = 0.042 af Average Runoff Depth = 2.77" 9.99% Pervious = 0.018 ac 90.01% Impervious = 0.166 ac Type III 24-hr NRCC 2-yr Rainfall=3.28"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 7HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Pump Station Access Pavement Runoff = 0.35 cfs @ 12.08 hrs, Volume= 0.028 af, Depth= 3.05" Routed to Pond 3P : Cultec Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC 2-yr Rainfall=3.28" Area (sf) CN Description 4,850 98 Paved parking, HSG A 4,850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 5S: Pump Station Roof Runoff = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 3.05" Routed to Pond 6P : Leaching CB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC 2-yr Rainfall=3.28" Area (sf) CN Description 1,560 98 Roofs, HSG A 1,560 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Driveway Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 1.68" Routed to Pond 8P : Infiltration Trenches Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC 2-yr Rainfall=3.28" Area (sf) CN Description 1,600 83 Paved roads w/open ditches, 50% imp, HSG A 800 50.00% Pervious Area 800 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr NRCC 2-yr Rainfall=3.28"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 8HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Cultec Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 3.05" for NRCC 2-yr event Inflow = 0.35 cfs @ 12.08 hrs, Volume= 0.028 af Outflow = 0.35 cfs @ 12.08 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Discarded = 0.35 cfs @ 12.08 hrs, Volume= 0.028 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 4L : Connection to existing drainage Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 15.80' @ 12.08 hrs Surf.Area= 0.009 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 755.9 - 755.9 ) Volume Invert Avail.Storage Storage Description #1A 15.80' 0.008 af 16.00'W x 24.50'L x 3.54'H Stone 0.032 af Overall - 0.012 af Embedded = 0.020 af x 40.0% Voids #2A 16.30' 0.012 af Cultec R-330XLHD x 9 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows 0.020 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.80'6.00 cfs Exfiltration at all elevations #2 Primary 18.80'6.0" Round Outlet to Storm Drain L= 8.0' Ke= 0.200 Inlet / Outlet Invert= 18.80' / 0.00' S= 2.3500 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=6.00 cfs @ 12.08 hrs HW=15.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.80' (Free Discharge) 2=Outlet to Storm Drain ( Controls 0.00 cfs) Summary for Pond 6P: Leaching CB Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth = 3.05" for NRCC 2-yr event Inflow = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af Primary = 0.11 cfs @ 12.08 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC 2-yr Rainfall=3.28"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 9HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trenches Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth = 1.68" for NRCC 2-yr event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af Outflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Routed to Link 9L : Offsite Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.00' @ 0.00 hrs Flood Elev= 19.00' Device Routing Invert Outlet Devices #1 Primary 0.00'0.50 cfs Exfiltration at all elevations Primary OutFlow Max=0.50 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.50 cfs) Summary for Link 4L: Connection to existing drainage Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 0.00" for NRCC 2-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 9L: Offsite Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth > 648.13" for NRCC 2-yr event Inflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 10HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=4,850 sf 100.00% Impervious Runoff Depth=4.56"Subcatchment 2S: Pump Station Access Tc=6.0 min CN=98 Runoff=0.52 cfs 0.042 af Runoff Area=1,560 sf 100.00% Impervious Runoff Depth=4.56"Subcatchment 5S: Pump Station Roof Tc=6.0 min CN=98 Runoff=0.17 cfs 0.014 af Runoff Area=1,600 sf 50.00% Impervious Runoff Depth=2.99"Subcatchment 7S: Driveway Tc=6.0 min CN=83 Runoff=0.13 cfs 0.009 af Peak Elev=15.80' Storage=0.000 af Inflow=0.52 cfs 0.042 afPond 3P: Cultec Discarded=0.52 cfs 0.042 af Primary=0.00 cfs 0.000 af Outflow=0.52 cfs 0.042 af Inflow=0.17 cfs 0.014 afPond 6P: Leaching CB Primary=0.17 cfs 0.014 af Peak Elev=0.00' Inflow=0.13 cfs 0.009 afPond 8P: Infiltration Trenches Outflow=0.50 cfs 1.984 af Inflow=0.00 cfs 0.000 afLink 4L: Connection to existing drainage Primary=0.00 cfs 0.000 af Inflow=0.50 cfs 1.984 afLink 9L: Offsite Primary=0.50 cfs 1.984 af Total Runoff Area = 0.184 ac Runoff Volume = 0.065 af Average Runoff Depth = 4.25" 9.99% Pervious = 0.018 ac 90.01% Impervious = 0.166 ac Type III 24-hr NRCC_10-yr Rainfall=4.80"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 11HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Pump Station Access Pavement Runoff = 0.52 cfs @ 12.08 hrs, Volume= 0.042 af, Depth= 4.56" Routed to Pond 3P : Cultec Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80" Area (sf) CN Description 4,850 98 Paved parking, HSG A 4,850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 5S: Pump Station Roof Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af, Depth= 4.56" Routed to Pond 6P : Leaching CB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80" Area (sf) CN Description 1,560 98 Roofs, HSG A 1,560 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Driveway Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 2.99" Routed to Pond 8P : Infiltration Trenches Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80" Area (sf) CN Description 1,600 83 Paved roads w/open ditches, 50% imp, HSG A 800 50.00% Pervious Area 800 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr NRCC_10-yr Rainfall=4.80"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 12HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Cultec Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 4.56" for NRCC_10-yr event Inflow = 0.52 cfs @ 12.08 hrs, Volume= 0.042 af Outflow = 0.52 cfs @ 12.08 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Discarded = 0.52 cfs @ 12.08 hrs, Volume= 0.042 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 4L : Connection to existing drainage Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 15.80' @ 12.08 hrs Surf.Area= 0.009 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 748.7 - 748.7 ) Volume Invert Avail.Storage Storage Description #1A 15.80' 0.008 af 16.00'W x 24.50'L x 3.54'H Stone 0.032 af Overall - 0.012 af Embedded = 0.020 af x 40.0% Voids #2A 16.30' 0.012 af Cultec R-330XLHD x 9 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows 0.020 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.80'6.00 cfs Exfiltration at all elevations #2 Primary 18.80'6.0" Round Outlet to Storm Drain L= 8.0' Ke= 0.200 Inlet / Outlet Invert= 18.80' / 0.00' S= 2.3500 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=6.00 cfs @ 12.08 hrs HW=15.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.80' (Free Discharge) 2=Outlet to Storm Drain ( Controls 0.00 cfs) Summary for Pond 6P: Leaching CB Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth = 4.56" for NRCC_10-yr event Inflow = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af Primary = 0.17 cfs @ 12.08 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_10-yr Rainfall=4.80"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 13HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trenches Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth = 2.99" for NRCC_10-yr event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Routed to Link 9L : Offsite Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.00' @ 0.00 hrs Flood Elev= 19.00' Device Routing Invert Outlet Devices #1 Primary 0.00'0.50 cfs Exfiltration at all elevations Primary OutFlow Max=0.50 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.50 cfs) Summary for Link 4L: Connection to existing drainage Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 0.00" for NRCC_10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 9L: Offsite Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth > 648.13" for NRCC_10-yr event Inflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 14HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=4,850 sf 100.00% Impervious Runoff Depth=5.73"Subcatchment 2S: Pump Station Access Tc=6.0 min CN=98 Runoff=0.65 cfs 0.053 af Runoff Area=1,560 sf 100.00% Impervious Runoff Depth=5.73"Subcatchment 5S: Pump Station Roof Tc=6.0 min CN=98 Runoff=0.21 cfs 0.017 af Runoff Area=1,600 sf 50.00% Impervious Runoff Depth=4.06"Subcatchment 7S: Driveway Tc=6.0 min CN=83 Runoff=0.17 cfs 0.012 af Peak Elev=15.80' Storage=0.000 af Inflow=0.65 cfs 0.053 afPond 3P: Cultec Discarded=0.65 cfs 0.053 af Primary=0.00 cfs 0.000 af Outflow=0.65 cfs 0.053 af Inflow=0.21 cfs 0.017 afPond 6P: Leaching CB Primary=0.21 cfs 0.017 af Peak Elev=0.00' Inflow=0.17 cfs 0.012 afPond 8P: Infiltration Trenches Outflow=0.50 cfs 1.984 af Inflow=0.00 cfs 0.000 afLink 4L: Connection to existing drainage Primary=0.00 cfs 0.000 af Inflow=0.50 cfs 1.984 afLink 9L: Offsite Primary=0.50 cfs 1.984 af Total Runoff Area = 0.184 ac Runoff Volume = 0.083 af Average Runoff Depth = 5.40" 9.99% Pervious = 0.018 ac 90.01% Impervious = 0.166 ac Type III 24-hr NRCC_25-yr Rainfall=5.97"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 15HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Pump Station Access Pavement Runoff = 0.65 cfs @ 12.08 hrs, Volume= 0.053 af, Depth= 5.73" Routed to Pond 3P : Cultec Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97" Area (sf) CN Description 4,850 98 Paved parking, HSG A 4,850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 5S: Pump Station Roof Runoff = 0.21 cfs @ 12.08 hrs, Volume= 0.017 af, Depth= 5.73" Routed to Pond 6P : Leaching CB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97" Area (sf) CN Description 1,560 98 Roofs, HSG A 1,560 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Driveway Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 4.06" Routed to Pond 8P : Infiltration Trenches Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97" Area (sf) CN Description 1,600 83 Paved roads w/open ditches, 50% imp, HSG A 800 50.00% Pervious Area 800 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr NRCC_25-yr Rainfall=5.97"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 16HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Cultec Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 5.73" for NRCC_25-yr event Inflow = 0.65 cfs @ 12.08 hrs, Volume= 0.053 af Outflow = 0.65 cfs @ 12.08 hrs, Volume= 0.053 af, Atten= 0%, Lag= 0.0 min Discarded = 0.65 cfs @ 12.08 hrs, Volume= 0.053 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 4L : Connection to existing drainage Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 15.80' @ 12.08 hrs Surf.Area= 0.009 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.053 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 745.2 - 745.2 ) Volume Invert Avail.Storage Storage Description #1A 15.80' 0.008 af 16.00'W x 24.50'L x 3.54'H Stone 0.032 af Overall - 0.012 af Embedded = 0.020 af x 40.0% Voids #2A 16.30' 0.012 af Cultec R-330XLHD x 9 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows 0.020 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.80'6.00 cfs Exfiltration at all elevations #2 Primary 18.80'6.0" Round Outlet to Storm Drain L= 8.0' Ke= 0.200 Inlet / Outlet Invert= 18.80' / 0.00' S= 2.3500 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=6.00 cfs @ 12.08 hrs HW=15.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.80' (Free Discharge) 2=Outlet to Storm Drain ( Controls 0.00 cfs) Summary for Pond 6P: Leaching CB Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth = 5.73" for NRCC_25-yr event Inflow = 0.21 cfs @ 12.08 hrs, Volume= 0.017 af Primary = 0.21 cfs @ 12.08 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_25-yr Rainfall=5.97"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 17HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trenches Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth = 4.06" for NRCC_25-yr event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Routed to Link 9L : Offsite Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.00' @ 0.00 hrs Flood Elev= 19.00' Device Routing Invert Outlet Devices #1 Primary 0.00'0.50 cfs Exfiltration at all elevations Primary OutFlow Max=0.50 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.50 cfs) Summary for Link 4L: Connection to existing drainage Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 0.00" for NRCC_25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 9L: Offsite Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth > 648.13" for NRCC_25-yr event Inflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 18HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=4,850 sf 100.00% Impervious Runoff Depth=8.07"Subcatchment 2S: Pump Station Access Tc=6.0 min CN=98 Runoff=0.91 cfs 0.075 af Runoff Area=1,560 sf 100.00% Impervious Runoff Depth=8.07"Subcatchment 5S: Pump Station Roof Tc=6.0 min CN=98 Runoff=0.29 cfs 0.024 af Runoff Area=1,600 sf 50.00% Impervious Runoff Depth=6.27"Subcatchment 7S: Driveway Tc=6.0 min CN=83 Runoff=0.26 cfs 0.019 af Peak Elev=15.81' Storage=0.000 af Inflow=0.91 cfs 0.075 afPond 3P: Cultec Discarded=0.91 cfs 0.075 af Primary=0.00 cfs 0.000 af Outflow=0.91 cfs 0.075 af Inflow=0.29 cfs 0.024 afPond 6P: Leaching CB Primary=0.29 cfs 0.024 af Peak Elev=0.00' Inflow=0.26 cfs 0.019 afPond 8P: Infiltration Trenches Outflow=0.50 cfs 1.984 af Inflow=0.00 cfs 0.000 afLink 4L: Connection to existing drainage Primary=0.00 cfs 0.000 af Inflow=0.50 cfs 1.984 afLink 9L: Offsite Primary=0.50 cfs 1.984 af Total Runoff Area = 0.184 ac Runoff Volume = 0.118 af Average Runoff Depth = 7.71" 9.99% Pervious = 0.018 ac 90.01% Impervious = 0.166 ac Type III 24-hr NRCC_100-yr Rainfall=8.31"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 19HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Pump Station Access Pavement Runoff = 0.91 cfs @ 12.08 hrs, Volume= 0.075 af, Depth= 8.07" Routed to Pond 3P : Cultec Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31" Area (sf) CN Description 4,850 98 Paved parking, HSG A 4,850 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Summary for Subcatchment 5S: Pump Station Roof Runoff = 0.29 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 8.07" Routed to Pond 6P : Leaching CB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31" Area (sf) CN Description 1,560 98 Roofs, HSG A 1,560 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 7S: Driveway Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 6.27" Routed to Pond 8P : Infiltration Trenches Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31" Area (sf) CN Description 1,600 83 Paved roads w/open ditches, 50% imp, HSG A 800 50.00% Pervious Area 800 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Type III 24-hr NRCC_100-yr Rainfall=8.31"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 20HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Cultec Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 8.07" for NRCC_100-yr event Inflow = 0.91 cfs @ 12.08 hrs, Volume= 0.075 af Outflow = 0.91 cfs @ 12.08 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Discarded = 0.91 cfs @ 12.08 hrs, Volume= 0.075 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 4L : Connection to existing drainage Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 15.81' @ 12.08 hrs Surf.Area= 0.009 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.075 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 740.8 - 740.7 ) Volume Invert Avail.Storage Storage Description #1A 15.80' 0.008 af 16.00'W x 24.50'L x 3.54'H Stone 0.032 af Overall - 0.012 af Embedded = 0.020 af x 40.0% Voids #2A 16.30' 0.012 af Cultec R-330XLHD x 9 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 3 rows 0.020 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 15.80'6.00 cfs Exfiltration at all elevations #2 Primary 18.80'6.0" Round Outlet to Storm Drain L= 8.0' Ke= 0.200 Inlet / Outlet Invert= 18.80' / 0.00' S= 2.3500 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=6.00 cfs @ 12.08 hrs HW=15.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.80' (Free Discharge) 2=Outlet to Storm Drain ( Controls 0.00 cfs) Summary for Pond 6P: Leaching CB Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth = 8.07" for NRCC_100-yr event Inflow = 0.29 cfs @ 12.08 hrs, Volume= 0.024 af Primary = 0.29 cfs @ 12.08 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr NRCC_100-yr Rainfall=8.31"2022-12-28_725MainSt_HydroCAD Printed 12/29/2022Prepared by Apex Companies Page 21HydroCAD® 10.20-2g s/n 04044 © 2022 HydroCAD Software Solutions LLC Summary for Pond 8P: Infiltration Trenches Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth = 6.27" for NRCC_100-yr event Inflow = 0.26 cfs @ 12.09 hrs, Volume= 0.019 af Outflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Routed to Link 9L : Offsite Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 0.00' @ 0.00 hrs Flood Elev= 19.00' Device Routing Invert Outlet Devices #1 Primary 0.00'0.50 cfs Exfiltration at all elevations Primary OutFlow Max=0.50 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.50 cfs) Summary for Link 4L: Connection to existing drainage Inflow Area = 0.111 ac,100.00% Impervious, Inflow Depth = 0.00" for NRCC_100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 9L: Offsite Inflow Area = 0.037 ac, 50.00% Impervious, Inflow Depth > 648.13" for NRCC_100-yr event Inflow = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af Primary = 0.50 cfs @ 0.00 hrs, Volume= 1.984 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Required Recharge Volume - A Soils (0.60 in.) Existing Site Impervious Area (ac)0.000 Proposed Site Impervious Area (ac)0.184 Proposed Increase in Site Impervious Area (ac)0.184 Recharge Volume Required (cf)401 Recharge Volume Adjustment Factor Impervious Area Directed to Infiltration BMP (ac)0.184 %Impervious Directed to Infiltration BMP 100% Adjustment Factor 1.00 Adjusted Total Recharge Volume Required (cf)401 Provided Recharge Volume* Infiltration Trench 300 Infiltration Catch Basin 302 Underground Chamber System (UGS-1)355 Total Recharge Volume Provided (cf)956 Provided greater than or Equal to Required *Volume provided below lowest outlet in cubic feet (cf) Drawdown time - IFB-1 Volume below outlet pipe (Rv) (cf)450 Soil Type Sand - A Infiltration rate (K)*8.27 Bottom Area (sf)300 Drawdown time (Hours)**2.2 Drawdown time - IFB-2 Volume below outlet pipe (Rv) (cf)302 Soil Type Sand - A Infiltration rate (K)*8.27 Bottom Area (sf)170 Drawdown time (Hours)**2.6 Drawdown time -UGS-1 Volume below outlet pipe (Rv) (cf)355 Soil Type Sand - A Infiltration rate (K)*8.27 Bottom Area (sf)392 Drawdown time (Hours)**1.3 *Infiltration Rates taken from Rawls Table **Drawdown time = Rv / (K) x (bottom area) MA DEP Standard 3: Drawdown Time Calculations STANDARD 3 STORMWATER CALCULATIONS 720 Main Street Pump Station Replacement Project Town of Barnstable, Massachusetts MA DEP Standard 3: Recharge Volume Calculations December 2022 STANDARD 4 STORMWATER CALCULATIONS 720 Main Street Pump Station Replacement Project Barnstable, MA December 2022 Required Water Quality Treatment Volume *VWQ(cf) = (DWQ / 12) x (impervious area x 43,560 sf / acre) DWQ (in) = 1 Imperv. Area (sf)=6,460 Entire 725 Main St. Project Area VWQ(cf)=538 Water Quality Volume Provided *Storage volume from the top of media to the overflow for all infiltration basin BMP Available Storage (cf) Roof Drains 169.7 Infiltration Trench 540.0 Cultec Recharger 330XLHD 503.5 Vprovided (cf) = 1,213 TSS Removal See TSS Removal Calculation Form attached. V Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load*Removed (C*D)Load (D-E) Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 Infiltration Basin 0.80 0.75 0.60 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 0.00 0.15 Total TSS Removal =85% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:720 Main St. PS Replacement Prepared By:KLR *Equals remaining load from previous BMP (E) Date:12/22/2022 which enters the BMP 725 Main Street New Pump Station TSS Removal Calculation Worksheet CULTEC, Inc. PO Box 280 Brookfield, CT 06804 PH: 203-775-4416 FX: 203-775-1462 www.cultec.com tech@cultec.com Consulting Engineer:Project Information: CALCULATED BY:Date: 6/8/22 Project Number: 22-0917.00 Rectangular Bed Inputs No. of Rows 3 Rows No. of Chambers/Row 3 Given: No. 4800 Fabric For Internal/External Manifolds 0 feet Number of Inlet/Outlet Pipes (Excluding Separator Rows)0 Stone Base 6 inches 152 mm Discount stone base from Total storage provided (If Applicable) Stone Above 6 inches 152 mm Discount stone above from Total storage provided (If Applicable) Spacing Between Rows 6 inches 152 mm No. of HVLV FC-24 Feed Connectors 0 units 12"x6" CULTEC Inspection Port Kit 1 units Stone Porosity 40 %Maximum Finished Grade Elevation:30.84 Stone Border Width 12 inches 305 mm Minimum Finished Grade Elevation (Unpaved):20.34 Other Parameters:Minimum Finished Grade Elevation (Base of Flexible Pavement):20.18 Length of Separator Row 22.5 feet 6.858 m Minimum Finished Grade Elevation (Top of Rigid Pavement):20.18 Type of Lining None Top of Stone Elevation:19.34 Sand Filter Depth (If Applicable)feet 0.000 m Top of Chamber Elevation:18.84 Slopped Sides (1:1) (If Applicable)Bottom of Chamber Elevation:16.30 Bottom of Stone Elevation:15.80 Assumptions Chamber Height Design Unit Height Chamber Width Chamber Spacing Design Unit Width Chamber Volume per Linear Foot Design Unit Volume Installed Chamber Length inches feet inches inches feet cu. ft/ft cu. ft/ft feet mm m mm mm m cu. m/m cu. m/m m English 30.5 3.542 52 6 4.83 7.46 11.323 8.50 Metric 775 1.080 1321 152 1.47 0.69 1.052 2.59 English 30.5 3.542 52 6 4.83 7.46 11.323 7.00 Metric 775 1.080 1321 152 1.47 0.69 1.052 2.13 English 30.5 3.542 52 6 4.83 7.46 11.323 7.75 Metric 775 1.080 1321 152 1.47 0.69 1.052 2.36 English 30.5 3.542 52 6 4.83 7.46 11.323 7.75 Metric 775 1.080 1321 152 1.47 0.69 1.052 2.36 English 12 n/a 16 n/a n/a 0.91 n/a 0.50 Metric 305 n/a 406 n/a n/a 0.08 n/a 0.15 =0 pcs 0 pcs x 8.500 =0.00 feet 0 m Number of Recharger 330XL IHD Intermediates by design =3 pcs 3 pcs x 7 =21.00 feet 6 m =3 pcs 3 pcs x 7.750 =23.25 feet 7.0866 m =3 pcs 3 pcs x 7.750 =23.25 feet 7.0866 m Number of HVLV FC-24 Feed Connectors =0 pcs 0 pcs x 0.500 =0.00 feet 0 m Total footage of Recharger 330XLHD chambers =67.50 feet 20.57 m Total footage of HVLV FC-24 Feed Connectors =0.00 feet 0.00 m Storage provided within Recharger 330XLHD chambers =503.48 CF 14.26 m3 Storage within HVLV FC-24 Feed Connectors =0.00 CF 0.00 m3 =503.48 CF 14.26 m3 Bed width 16.00 feet 4.88 m Bed length 24.50 feet 7.47 m Bed Depth 3.54 feet 1.08 m Total Area 392.00 sq. ft.36.42 m2 Volume of Effective Excavation (not including additional cover)1388.33 CF 39.32 m3 Perimeter of Bed 81.00 feet 24.69 m Total Storage within CULTEC Recharger 330XLHD chambers and feed connectors 503 CF 14.26 m3 Total Stone Required 885 CF 25.06 m3 33 CY 46 tons Storage provided within stone 353.94 CF 10.02 m3 =858 CF 24.30 m3 Model Model #Quantity Unit of Measure Quantity Unit of Measure Recharger 330XL SHD Starter Heavy Duty 330XLSHD 3 pcs Recharger 330XL IHD Intermediate Heavy Duty 330XLIHD 3 pcs Recharger 330XL EHD End Heavy Duty 330XLEHD 3 pcs HVLV FC-24 Feed Connectors FC-24 0 pcs NWG410 168 Sq. Yards 141 m2 75WG4800 25 feet 8 m INSP KIT 126 1 pcs Total Stone 33 cubic yards 25 m3 □ DISCLAIMER: If this is a value-engineered project based on a competitor’s design. The following inputs and calculations are based upon limited design information provided to CULTEC by a third-party. An engineer should review the inputs to confirm accuracy of the assumptions. 720 Main St. Pump Station CULTEC No. 4800 Woven Geotextile 7.5' x 100' (2.29 m x 30.48 m) Req. storage attained. CULTEC MATERIALS LIST CULTEC No. 410 Non-Woven Geotextile Total Storage within CULTEC Stormwater System FX: 203-775-5887 Total Storage within CULTEC 330XLHD chambers and feed connectors 12"x6" CULTEC Inspection Port Kit CULTEC Recharger 330XLHD Stormwater System Calculations Recharger® 330XL EHD End HVLV™ FC-24 Feed Connectors Gabrielle Cioffi-Henry System Information Model Name Barnstable, MA Cultec, Inc. 878 Federal Rd. Brookfield, CT 06804 PH: 203-775-4416 Number of Recharger 330XL SHD Starters by design Recharger® 330XL IHD Intermediate Storage Provided within Entire CULTEC Stormwater System - including stone Recharger® 330XL SHD Starter Recharger® 330XL RHD Stand Alone Number of Recharger 330XL EHD Ends by design Number of Recharger 330XL RHD Stand Alone by design Storage Provided within CULTEC Recharger 330XLHD Stormwater Chambers and HVLV FC-24 Internal Manifold System - not including stone Date: Base of Stone Elevation- 15.80 in mm ft3 m3 ft3 m3 ft3 m3 ft3 m3 ft3 m3 ft2 m2 ft m 42.50 1080 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 857.43 24.28 156.80 14.57 19.34 16.88 Top of Stone Elevation 41.50 1054 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 844.36 23.91 156.80 14.57 19.26 16.85 40.50 1029 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 831.29 23.54 156.80 14.57 19.18 16.83 39.50 1003 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 818.23 23.17 156.80 14.57 19.09 16.80 38.50 978 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 805.16 22.80 156.80 14.57 19.01 16.78 37.50 953 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 792.09 22.43 156.80 14.57 18.93 16.75 36.50 927 0.01 0.00 0.00 0.00 6.53 0.18 6.54 0.19 779.03 22.06 78.45 7.29 18.84 16.73 Top of Chamber Elevation 36.00 914 1.28 0.04 0.00 0.00 12.55 0.36 13.84 0.39 772.49 21.87 166.03 15.42 18.80 16.71 35.00 889 3.44 0.10 0.00 0.00 11.69 0.33 15.13 0.43 758.65 21.48 181.59 16.87 18.72 16.69 34.00 864 5.67 0.16 0.00 0.00 10.80 0.31 16.47 0.47 743.52 21.05 197.62 18.36 18.63 16.66 33.00 838 8.37 0.24 0.00 0.00 9.72 0.28 18.09 0.51 727.05 20.59 217.06 20.17 18.55 16.64 32.00 813 10.13 0.29 0.00 0.00 9.02 0.26 19.14 0.54 708.96 20.08 229.70 21.34 18.47 16.61 31.00 787 11.68 0.33 0.00 0.00 8.40 0.24 20.07 0.57 689.82 19.53 240.88 22.38 18.38 16.59 30.00 762 12.89 0.37 0.00 0.00 7.91 0.22 20.80 0.59 669.75 18.97 249.63 23.19 18.30 16.56 29.00 737 13.97 0.40 0.00 0.00 7.48 0.21 21.45 0.61 648.95 18.38 257.40 23.91 18.22 16.54 28.00 711 14.92 0.42 0.00 0.00 7.10 0.20 22.02 0.62 627.50 17.77 264.21 24.54 18.13 16.51 27.00 686 15.73 0.45 0.00 0.00 6.78 0.19 22.50 0.64 605.48 17.15 270.04 25.09 18.05 16.49 26.00 660 16.47 0.47 0.00 0.00 6.48 0.18 22.95 0.65 582.98 16.51 275.38 25.58 17.97 16.46 25.00 635 17.15 0.49 0.00 0.00 6.21 0.18 23.35 0.66 560.03 15.86 280.24 26.03 17.88 16.44 24.00 610 17.82 0.50 0.00 0.00 5.94 0.17 23.76 0.67 536.67 15.20 285.10 26.49 17.80 16.41 23.00 584 18.29 0.52 0.00 0.00 5.75 0.16 24.04 0.68 512.92 14.52 288.51 26.80 17.72 16.38 22.00 559 19.10 0.54 0.00 0.00 5.43 0.15 24.53 0.69 488.87 13.84 294.34 27.34 17.63 16.36 21.00 533 19.85 0.56 0.00 0.00 5.13 0.15 24.97 0.71 464.35 13.15 299.68 27.84 17.55 16.33 20.00 508 19.98 0.57 0.00 0.00 5.07 0.14 25.05 0.71 439.37 12.44 300.66 27.93 17.47 16.31 19.00 483 20.18 0.57 0.00 0.00 4.99 0.14 25.18 0.71 414.32 11.73 302.11 28.07 17.38 16.28 18.00 457 20.32 0.58 0.00 0.00 4.94 0.14 25.26 0.72 389.14 11.02 303.09 28.16 17.30 16.26 17.00 432 20.45 0.58 0.00 0.00 4.89 0.14 25.34 0.72 363.88 10.30 304.06 28.25 17.22 16.23 16.00 406 20.52 0.58 0.00 0.00 4.86 0.14 25.38 0.72 338.55 9.59 304.54 28.29 17.13 16.21 15.00 381 20.66 0.58 0.00 0.00 4.80 0.14 25.46 0.72 313.17 8.87 305.52 28.38 17.05 16.18 14.00 356 21.13 0.60 0.00 0.00 4.62 0.13 25.74 0.73 287.71 8.15 308.92 28.70 16.97 16.16 13.00 330 21.67 0.61 0.00 0.00 4.40 0.12 26.07 0.74 261.96 7.42 312.81 29.06 16.88 16.13 12.00 305 21.74 0.62 0.00 0.00 4.37 0.12 26.11 0.74 235.90 6.68 313.29 29.10 16.80 16.10 11.00 279 21.80 0.62 0.00 0.00 4.35 0.12 26.15 0.74 209.79 5.94 313.78 29.15 16.72 16.08 10.00 254 21.87 0.62 0.00 0.00 4.32 0.12 26.19 0.74 183.64 5.20 314.26 29.20 16.63 16.05 9.00 229 21.94 0.62 0.00 0.00 4.29 0.12 26.23 0.74 157.45 4.46 314.75 29.24 16.55 16.03 8.00 203 22.07 0.63 0.00 0.00 4.24 0.12 26.31 0.75 131.22 3.72 315.72 29.33 16.47 16.00 7.00 178 22.41 0.63 0.00 0.00 4.10 0.12 26.51 0.75 104.91 2.97 318.15 29.56 16.38 15.98 6.00 152 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 78.40 2.22 156.80 14.57 16.30 15.95 Bottom of Chamber Elevation 5.00 127 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 65.33 1.85 156.80 14.57 16.22 15.93 4.00 102 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 52.27 1.48 156.80 14.57 16.13 15.90 3.00 76 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 39.20 1.11 156.80 14.57 16.05 15.88 2.00 51 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 26.13 0.74 156.80 14.57 15.97 15.85 1.00 25 0.00 0.00 0.00 0.00 13.07 0.37 13.07 0.37 13.07 0.37 156.80 14.57 15.88 15.83 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.80 15.80 Bottom of Stone Elevation -1.00 -25 -2.00 -51 -3.00 -76 -4.00 -102 -5.00 -127 -6.00 -152 -7.00 -178 -8.00 -203 -9.00 -229 -10.00 -254 -11.00 -279 -12.00 -305 -13.00 -330 -14.00 -356 -15.00 -381 -16.00 -406 -17.00 -432 -18.00 -457 -19.00 -483 -20.00 -508 -21.00 -533 -22.00 -559 -23.00 -584 Height of System 720 Main St. Pump Station Barnstable, MA CULTEC Recharger 330XLHD Incremental Storage Volumes Chamber Volume HVLV FC-24 Feed Connector Volume ElevationStone Volume Cumulative Storage Volume Total Cumulative Storage Volume Stage/Area CULTEC Recharger 330XLHD Stormwater System Calculations Project Information Project Number 22-0917.00 June 8, 2022 720 Main Street Pump Station Replacement Project Appendices Stormwater Report December 29, 2022 APPENDIX E Operation and Maintenance Plans EASEEASEEASEEASEEASEEASE6" 6"6" 6"6" 6"6" 6"6" 6"6"6" 6" CB/DISC EBOX/ IRRIGATION EBOX EM EMH GM GP GS GS GS GW HYD (2)CV CV LAMP LAMP LP MAIL POST/ELEC SIGN: DUMONT SIGN SLAB=14.79 SLAB=14.77 TH=14.97 TH=14.92 TH=20.14 TH=17.53 TRANT UP 2 UP 39-25 UP UP UP 39-231/2 WF 1 WF 2 WF 3 WF 4 WF 5 WF 6 WF 7 WF 8 WF 9 WF 10 WF 11 WF 12 WF 13 WF 14 WF 15 WF 16 WG WG WG WG WG WG METER PIT BC BC BLUEST O N E WALKCONCPAD CONC R E T E DUMP S T E R P A D GRAVEL GRAVELEEEEETTTEPEP EP EPBIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK BIT CONC SIDEWALK G G G G G G G G G G G G G G G G G G G G G G G G GGG LS CONC RET WALLRET WALLRET WA L L RET WALLHEA D W A L L STONE RET WALL TREE LINEVCCVGC VGC VGC VGC VGC VGC WLWLWLWLWL WL WL WL WL WL WL WL WL WL WLWLWL5050 50 50 5050 50 50 50 50 50 50 5 0 5050505050W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWSWL SWL WOOD R E T W A L L EP LAWN SMH(LATERALS) EP LAWN #707EXISTINGBUILDING EXISTINGBUILDING MHWMHW20020020020020020020020020020020000200 20020020020020020020020020020020020020020020030"RCP I=7.62 TREE LINE (TYP) SCULPTURE BENCHMARK:"X"CUT IN BONNETBOLT OF HYDRANT EL=20.36 (NAVD88)LIMIT OF INLAND BANKEXISTINGBUILDING SCULPTURE PLAQUE WOODEDAREA WOODED AREA SIGN: BARNSTABLE OPEN SPACE STONE RET WALL T T T T T T T T T T T T T T T T T T T T T T T T PARCEL ID: 308-143 N/FTOWN OF BARNSTABLE BOOK: 15451PAGE: 106 PARCEL ID: 308-144 N/F67 SEA ST REALTY TRUST L.C.C. 161932 PARCEL ID: 308-145 N/F707 MAIN LLC L.C.C. 224887 PARCEL ID: 308-150 N/FPOTTER AVENUE REALTY LLC L.C.C. 211905 PARCEL ID: 308-147 N/FANSELMO CALDEIRA& MARIA C SOUZA L.C.C. 129411 TREE LINE S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSD D D D D D D D D D D DDDSCULPTURE CBNFULL OF DEBRIS R=13.31 SGV (2)SGV (2)SGV SMH (MONITORING WELL)SMH (MONITORING WELL) SMHR=14.11"SAMPLING MH" ON TIE CARD BIT CONCPARKING LOT A B C D A B C A B C 6" PV C 8" PVC12"SEWER12"SEWER12"SEWER18" AC18" AC S~SMHR=18.29I(A)=6.13I(B)=14.58 I(C)=6.11I(D)=6.55 SMHR=13.79I(A)=10.63 I(B)=9.64I(C)=9.89 ~2"PVCFM8"AC8"PVCA C B A C B A B18" CMP12" VC 12" VC12" VCCBNR=17.06I(A)=13.58 (12"VC) I(B)=14.16 (12"VC) CBNR=17.61I(A)=9.14 (18"CMP)I(B)=14.02 (12"VC)I(C)=9.06 (24"CMP)D~ 20 20 19 18 1918171615141415 16171 7 1818 1 9212 2 2 3 2 4 222120191817 1819192 0 DDDDDDDDDDDDDDDDDFM FM FM FM FM FM FM FM FM8"DI 14"DIWW APPROX. 36" DRAIN (RECORD)F M FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 1"PL (2016) EMH 8" DI FORCE MAIN G1"PL (2016)~ 2"PL 2"PL GGGGGGGGG G 1"PL G4-FORMERGASOLINEUSTs 4-FORMERGASOLINEUSTs 6-FORMER GASOLINE USTs &4-FORMER GASOLINE/DIESEL USTsREPORTED550-GAL. FUEL OIL& WASTE OIL USTs REPORTED700-GAL. WASTE OIL UST FORMER 275-GAL. FUEL OIL UST REPORTED 550-GAL.FUEL OIL UST SMH(MONITORING WELL) 12"DI W~ 12"DI 8"1"-2"1"-2"8"DI1"-2"W~ ~1"CLCBN(RECORD) CBN(RECORD) FORMER LOCATION GASOLINE SERVICE STATION 12"VCDD24"CMPDDDDDDDDDD D D D D D D APPROX. 18"CMP (RECORD)APPROX. 18"CMP (RECORD)EASE EASE EASE EASEEASEEASEEASEEASEEASEEASEEASEE A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E EASEEASEEASEEASEEASEEASEEASESS SSSSSCAPPED &PLUGGED 7/19/2002 8" AC FM 8" AC FM B-1 B-2 B-3 B-4 B-5 B-7 B-6/MW-1 MHWMHW100 100 100 100 100 100 100 10 0 1 0 0 1 0 0 100100100 100 100 100 100 100 100 100 10 0 10 0 1 0 0 1 0 0 10010010010010010010050 50 50 50 50 5 0 505050INTERMITTENTSTREAMLIMIT OF WETLANDS 50' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 100' WETLAND BUFFER ZONE 200' RIPARIAN ZONE 19.38 19.45 19.33 19.30 19.51 19.4519.41 19.10 19.15 19.23 19.46 19.35 19.45 19.34 19.34 19.26 19.46 19.37 19.38 19.76 19.10 19.41 19.62 19.26 18.93 18.90 18.72 18.52 18.84 18.48 19.09 19.98 19.26 18.05 18.38 18.12 17.97 18.97 18.4950505 0 50 50 50 50 50 505050501001001001001 0 0 1 0 0 10 0 100 100 100 100 100 100 100 100 100100100100100100100100S S S SSSSSSSSSSSSSSSSSSSSEE E E E E E 0+00 1+00 2+00 DDD D LP DLPEEEEWWWWWWWWWWWGGGGGG G GGGGGGGGG GGG G FMFMFMFM FM FM FMFMFMFMFMFMFMFMFMFMFMFM FM FM FM FMFMFMFMFMFMFMFMFMFMFM FM FM FM T T T T T T T T T TTT S S 6"6"6"6" CB/DISC UP 2TREE LINE 50 50 5050 50 50 50 50 50 50 50 50 5 0 5 0 50200200200200200200200200200200200200200200200200 200200200200200DI(A)=10.63 I(B)=9.64 I(C)=9.89 19 6-FORMER GASOLINE USTs &4-FORMER GASOLINE/DIESEL USTsREPORTED550-GAL. FUEL OIL & WASTE OIL USTs REPORTED700-GAL. WASTE OIL UST FORMER 275-GAL. FUEL OIL UST REPORTED 550-GAL. CBN (RECORD) FORMER LOCATION GASOLINE SERVICE STATION D D D D D D D APPROX. 18"CMP (RECORD) EASE EASE EASE EASE EASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEEASEE A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E E A S E EASEEASEEASEEASEEASEEASEEASEB-7 B-6/MW-1 100 100 100 100 100 100 100 100 100 100 100 100 100 100 10 0 10 0 200' RIPARIAN ZONE 19.45 19.33 19.30 19.51 19.35 19.45 19.46 19.37 19.38 19.76 19.10 18.93 18.90 18.72 18.52 18.84 18.48 18.97 SSSSSSSSSEEE E E E E E E E E E E E 37.4 LF 18" PVC GRAVITY SEWER 3.5 LF 18" DI GRAVITY SEWER DDDDD D LP DDLP 8.6 LF 18" DI GRAVITY SEWER 8.4 LF 18" DI GRAVITY SEWER 3.5 LF 18" DI GRAVITY SEWERD EEEEEEE E WWWWWWWWWWWWWWW W W WGG G GGGGGGG GGGGGGGGGG GGG G G G GE FMFMFMFMFMFMFMFMFMFMFM FM FM T T T T T T T T T T TTTTTT T S S S S 10.0 LF 18" PVC GRAVITY SEWER 725 MAIN STREET PUMP STATION PROPOSED CONDITIONS PLAN ZFK DNRP FJB FJB AS NOTED C-4THIS LINE IS ONE INCH LONG WHEN PLOTTED AT FULL SCALE ON A 22" X 34" DRAWING Sheet No.Drawing file: I:\Barnstable.271\271-2104 720 Main Street PS Replacement\02 Design\02 Drawings\03 Civil Sheets.dwg Plot Date: Nov 21,2022-11:16amDATEMARK DESCRIPTION Approved by Checked by Job No. Scale Date Designed by Drawn by FOR PERMITTING 271-2104 NOVEMBER 2022 TOWN OF BARNSTABLE, MA720 MAIN STREET PUMP STATION REPLACEMENT 1" GAS SERVICE TO PUMP STATION 2" WATER SERVICE TO PUMP STATION PROVIDE NEW 5'Ø SMH LIMIT OF PAVING (TYP.) CAST-IN-PLACE CONCRETE WET WELL UNDERGROUND ELECTRICAL SERVICE TO PUMP STATION REDI-ROCK RETAINING WALL TOP OF WALL EL. = 19.00 2' GRAVEL INFILTRATION TRENCH ADJACENT TO ACCESS ROAD (TYP.) PROVIDE NEW 4'Ø DMH PROVIDE NEW 4'Ø CB (TYP. OF 2) PROVIDE NEW 6'Ø ROOF LEADER LEACHING PIT (TYP. OF 2) 7' X 11' CAST-IN-PLACE CONCRETE VALVE VAULT 725 MAIN STREET PUMP STATION LIMIT OF CLEARING (TYP.) PROVIDE SLUICE GATE AND CHANNEL GRINDER (TYP. OF 2) PROVIDE 330XLHD CULTEC CHAMBERS (9) 18" DI 45° BEND (TYP. OF 2) CONCRETE BOLLARD (TYP.) SCALE: PLAN 1"=20' SCALE: INSET A 1"=10' SEE INSET A THIS SHEET. 1" GAS SERVICE TO PUMP STATION 2" WATER SERVICE TO PUMP STATION DUAL 8" AND 14" SDR18 PVC SEWER FORCE MAINS (TYP.) LIMIT OF PAVING (TYP.) CAST-IN-PLACE CONCRETE WET WELL UNDERGROUND ELECTRICAL SERVICE TO PUMP STATION END OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. 2' GRAVEL INFILTRATION TRENCH ADJACENT TO ACCESS ROAD (TYP.) 7' X 11' CAST-IN-PLACE CONCRETE VALVE VAULT 5' WIDE CONCRETE SIDEWALK 725 MAIN STREET PUMP STATION LIMIT OF CLEARING (TYP.) LOAM AND SEED DISTURBED AREA (TYP.) PROVIDE 330XLHD CULTEC CHAMBERS (9) NOTES: 1. SEE SHEET C-5 FOR DETAILED GRAVITY SEWER PLANS. TIMBER GUARDRAIL FILL IN EXISTING AREA TO MEET TOP OF WALL (EL. -19.00) 12" DIAMETER FILTER SOCK N MAIN STREET DUMONT DRIVEEND OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. PAD-MOUNTED TRANSFORMER DESIGNATED PARKING AREA STAIRS TO PUMP STATION TELECOMMUNICATIONS SERVICE TO PUMP STATION DUAL 14" AND 8" SDR18 PVC SEWER FORCE MAINS INSIDE STEEL CASING PIPE UNDER RETAINING WALL TELECOMMUNICATIONS SERVICE TO PUMP STATION PROVIDE NEW 4'Ø DMH CUT AND CONNECT TO EXISTING 18"(CMP)D WITH A SOLID SLEEVE COUPLING (TYP.) UNDERGROUND ELECTRICAL SERVICE TO INFLUENT CHANNEL GRINDER PROVIDE NEW 5'Ø SMH PROVIDE NEW 5'Ø SMH 12" DIAMETER FILTER SOCK REDI-ROCK RETAINING WALL TOP OF WALL EL. = 19.00 5' WIDE CONCRETE SIDEWALK TIMBER GUARDRAIL 10' (TYP.) SEWER FORCE MAIN BENDS (1) - 14" DI 45° (1) - 14" DI 22 12° 8" DI 22 12° BEND 8" DI 45° BEND 8" SDR18 PVC SEWER FORCE MAIN 14" SDR18 PVC SEWER FORCE MAIN 14" DI 45° BEND SEWER FORCE MAIN BENDS (1) - 8" DI 45° (1) - 14" DI 45° FILL IN EXISTING AREA TO MEET TOP OF WALL (EL. -19.00) END OF REDI-ROCK RETAINING WALL. CONNECT TO EXISTING CONCRETE WALL. 5' WIDE CONCRETE SIDEWALK LOAM AND SEED DISTURBED AREA (TYP.) PAD-MOUNTED TRANSFORMER STORMWATER OPERATION & MAINTENANCE PLAN 720 Main Street Pump Station Replacement Project Barnstable, MA Responsible party during construction: Town of Barnstable DPW 382 Falmouth Road Hyannis, MA Responsible party post construction: Town of Barnstable DPW 382 Falmouth Road Hyannis, MA CONSTRUCTION PHASE During the construction phase, all erosion control devices and measures shall be maintained in accordance with the final record plans, local/state approvals and conditions. Additionally, the maintenance of all erosion / siltation control measures during construction shall be the responsibility of the general contractor. Upon proper notice to the property owner, the Town or its authorized designee shall be allowed to enter the property at a reasonable time and in a reasonable manner for the purposes of inspection. POST DEVELOPMENT CONTROLS Once construction is completed, the post development stormwater controls are to be operated and maintained in compliance with the following permanent procedures (note that the continued implementation of these procedures shall be the responsibility of the Owner or its assignee): 1. Parking lots and on-site driveways: Sweep at least four (4) times per year and on a more frequent basis depending on sanding operations. All resulting sweepings shall be collected and properly disposed of offsite in accordance with MADEP and other applicable requirements. Approximate Maintenance Budget: $1,000/year 2. Catch basins, manholes and piping: Inspect four (4) times per year and at the end of foliage and snow-removal seasons. These features shall be cleaned four (4) times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the catch basin or underground system. Accumulated sediment and hydrocarbons present must be removed and properly disposed of offsite in accordance with MADEP and other applicable requirements. Approximate Maintenance Budget: $2,000/year per basin 3. Subsurface Infiltration Chamber System: Follow manufacturer’s recommendations (attached). Generally, preventative maintenance after every major storm event during the first three (3) months of operation and at least twice per year thereafter. Inspect structure and pretreatment BMP to ensure proper operation after every major storm event (generally equal or greater to 3.0 inches in 24 hours) for the first three months. Sediment collecting in the bottom of the system shall be inspected twice annually, and removal shall commence any time the sediment reaches a depth of six inches anywhere in the system. Any sediment removed shall be disposed of in accordance with MADEP and other applicable requirements. Approximate Maintenance Budget: Cleaning - $1,000/year, Inspection - $200/yr. All components of the stormwater system will be accessible by the owner or their assignee. STORMWATER MANAGEMENT SYSTEM POST- CONSTRUCTION INSPECTION REPORT Location: 720 Main Street Pump Station Replacement Project Barnstable, MA Responsible Party: Town of Barnstable DPW 382 Falmouth Road Hyannis, MA NAME OF INSPECTOR: INSPECTION DATE: Note Condition of the Following (sediment depth, debris, standing water, damage, etc.): Catch Basins: Discharge Points/ Flared End Sections / Rip Rap: Infiltration Basin/Subsurface Infiltration Chamber System: Water Quality Units: Drywells: Note Recommended Actions to be taken on the Following (sediment and/or debris removal, repairs, etc.): Catch Basins: Discharge Points / Flared End Sections / Rip Rap: Infiltration Basin/Subsurface Infiltration Chamber System: Water Quality Units: Drywells: Comments: STORMWATER INSPECTION AND MAINTENANCE LOG FORM 720 Main Street Pump Station Replacement Project Main Street – Hyannis, MA Stormwater Management Practice Responsible Party Date Maintenance Activity Performed LONG-TERM POLLUTION PREVENTION PLAN 720 Main Street Pump Station Replacement Project Barnstable, MA Responsible party during construction: Town of Barnstable DPW 382 Falmouth Street Hyannis, MA Responsible party post construction: Town of Barnstable DPW 382 Falmouth Street Hyannis, MA For this project, the Long-Term Pollution Prevention Plan will consist of the following: • The Town of Barnstable shall be responsible for “good housekeeping”. • Sweeping of driveways a minimum of twice per year with a commercial cleaning unit. Any sediment removed shall be disposed of in accordance with applicable local and state requirements. • Regular inspections and maintenance of Stormwater Management System as noted in the “O&M Plan”. • Snow removal shall be the responsibility of the property owner. Snow shall not be plowed, dumped and/or placed in forebays, infiltration basins or similar stormwater controls. Salting and/or sanding of pavement / walkway areas during winter conditions shall only be done in accordance with all state/local requirements and approvals. OPERATON AND MAINTENANCE TRAINING PROGRAM The Owner will coordinate an annual in-house training session to discuss the Operations and Maintenance Plan, the Long-Term Pollution Prevention Plan, and the Spill Prevention Plan and response procedures. Annual training will include the following: Discuss the Operations and Maintenance Plan • Explain the general operations of the stormwater management system and its BMPs • Identify potential sources of stormwater pollution and measures / methods of reducing or eliminating that pollution • Emphasize good housekeeping measures Discuss the Spill Prevention and Response Procedures • Explain the process in the event of a spill • Identify potential sources of spills and procedures for cleanup and /or reporting and notification • Complete a yearly inventory or Materials Safety Data sheets of all tenants and confirm that no potentially harmful chemicals are in use. • No outdoor maintenance or washing of vehicles allowed. • Trash and other debris shall be removed from all areas of the site at least twice yearly. • Reseed any bare areas as soon as they occur. Erosion control measures shall be installed in these areas to prevent deposits of sediment from entering the drainage system. • Grass shall be maintained at a minimum blade height of two to three inches and only 1/3 of the plant height shall be removed at a time. Clippings shall not be disposed of within stormwater management areas or adjacent resource areas. • Plants shall be pruned as necessary. • The use of fertilizers will be kept at a level consistent with typical residential use. Fertilizer will be applied a maximum of once to twice per year during the initial planting and stabilization of landscaped areas. Once plants are established and growing well fertilizer will be applied judiciously. • The use of pesticides will be kept at a level consistent with typical residential use. Where possible mechanical methods (i.e. pest traps) or biological methods (i.e. beneficial insects) of pest control shall be implemented. If pesticides (insecticide, herbicide, and fungicide) are required to be used, a pesticide which poses the lowest risk to public health and the environment shall be used. • Pet waste shall be disposed of in accordance with local regulations. Pet waste shall not be disposed of in a storm drain or catch basin. • Snow piles shall be located adjacent to or on pervious surfaces in upland areas. This will allow snow melt water to filter in to the soil, leaving behind sand and debris which can be removed in the springtime. • In no case shall snow be disposed of or stored in resource areas (wetlands, floodplain, streams or other water bodies). • In no case shall snow be disposed of or stored in the detention basins, infiltration basins or bioretention areas. • If necessary, stockpiled snow will be removed from the Site and disposed of at an off-site location in accordance with all local, state and federal regulations. • The amount of sand and deicing chemicals shall be kept at the minimum amount required to provide safe pedestrian and vehicle travel. • To protect the Intermittent Stream and resource areas, road salt must be properly stored and the use of salt for deicing must be minimized. • Deicing chemicals are recommended as a pretreatment to storm events to minimize the amount of applied sand. • Sand and deicing chemicals should be stockpiled under covered storage facilities that prevent precipitation and adjacent runoff from coming in contact with the deicing materials. Stockpile areas shall be located outside resource areas. • The primary agents used for deicing at parking lots, sidewalks and the access roads shall consist of salt alternatives such as calcium carbonate (CaCO3) or potassium chloride (KCl) or sodium chloride. • Deliveries shall be monitored by owner or owner’s representative to ensure proper delivery and in the event that a spillage occurs it shall be contained and cleaned up immediately in accordance with the spill prevention program for the project. • Recycle materials whenever possible. Provide separate containers for recycle materials. Recycling products will be removed by a certified waste hauler. ILLICIT DISCHARGE STATEMENT Certain types of non-stormwater discharges are allowed under the U.S. Environmental Protection Agency Construction General Permit. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The control measures which have been outlined previously in this LTPPP will be strictly followed to ensure that no contamination of these non-storm water discharges takes place. Any existing illicit discharges, if discovered during the course of the work, will be reported to MassDEP and the local DPW, as applicable, to be addressed in accordance with their respective policies. No illicit discharges will be allowed in conjunction with the proposed improvements. Duly Acknowledged: ____________________________________________________________ Town of Barnstable DPW SPILL PREVENTION AND RESPONSE PROCEDURES (POST CONSTRUCTION) In order to prevent or minimize the potential for a spill of Hazardous Substances or Oil or come into contact with stormwater, the following steps will be implemented: 1. All Hazardous Substances or Oil (such as pesticides, petroleum products, fertilizers, detergents, acids, paints, paint solvents, cleaning solvents, etc.) will be stored in a secure location, with their lids on, preferably under cover, when not in use. 2. The minimum practical quantity of all such materials will be kept on site. 3. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided on site. 4. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. 5. It is the OWNER’s responsibility to ensure that all Hazardous Waste on site is disposed of properly by a licensed hazardous material disposal company. The OWNER is responsible for not exceeding Hazardous Waste storage requirements mandated by the EPA or state and local authorities. In the event of a spill of Hazardous Substances or Oil, the following procedures should be followed: 1. All measures should be taken to contain and abate the spill and to prevent the discharge of the Hazardous Substance or Oil to stormwater or off-site. (The spill area should be kept well ventilated and personnel should wear appropriate protective clothing to prevent injury from contact with the Hazardous Substances.) 2. For spills of less than five (5) gallons of material, proceed with source control and containment, clean-up with absorbent materials or other applicable means unless an imminent hazard or other circumstances dictate that the spill should be treated by a professional emergency response contractor. 3. For spills greater than five (5) gallons of material immediately contact the MADEP at the toll- free 24-hour statewide emergency number: 1-888-304-1133, the local fire department (9-1-1) and an approved emergency response contractor. Provide information on the type of material spilled, the location of the spill, the quantity spilled, and the time of the spill to the emergency response contractor or coordinator, and proceed with prevention, containment and/or clean-up if so desired. (Use the form provided, or similar). 4. If there is a Reportable Quantity (RQ) release, then the National Response Center should be notified immediately at (800) 424-8802; within 14 days a report should be submitted to the EPA regional office describing the release, the date and circumstances of the release and the steps taken to prevent another release. This Pollution Prevention Plan should be updated to reflect any such steps or actions taken and measures to prevent the same from reoccurring. SPILL PREVENTION CONTROL AND COUNTERMEASURE FORM Barnstable Conservation Commission 200 Main Street Hyannis, MA Where a release containing a hazardous substance occurs, the following steps shall be taken by the facility manager and/or supervisor: 1. Immediately notify The Barnstable Fire Department (at 9-1-1) 2. All measures must be taken to contain and abate the spill and to prevent the discharge of the pollutant(s) to off-site locations, receiving waters, wetlands and/or resource areas. 3. Notify the Barnstable Health Department at (508) 862-4644 and the Bourne Conservation Commission at (508) 862-4093. 4. Provide documentation from licensed contractor showing disposal and cleanup procedures were completed as well as details on chemicals that were spilled to the Town of Barnstable Health Department and Conservation Commission. Date of spill: Time: Reported By: Weather Conditions: Material Spilled Location of Spill Approximate Quantity of Spill (in gallons) Agency(s) Notified Date of Notification Cause of Spill: Measures Taken to Clean up Spill: Type of equipment: Make: Size: License or S/N: Location and Method of Disposal Procedures, method, and precautions instituted to prevent a similar occurrence from recurring: Additional Contact Numbers: • DEPARTMENT OF ENVIRONMENTAL PROTECTION (DEP) EMERGENCY PHONE: 1-888- 304-1133 • NATIONAL RESPONSE CENTER PHONE: (800) 424-8802 • U.S. ENVIRONMENTAL PROTECTION AGENCY PHONE: (888) 372-7341 OPERATION & MAINTENANCE GUIDELINES FOR CULTEC STORMWATER MANAGEMENT SYSTEMS STORMWATER MANAGEMENT SOLUTIONS CONTACTOR® & RECHARGER® STORMWATER MANAGEMENT SOLUTIONS 2 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 These instructions are for single-layer traffic applications only. For multi-layer applications, contact CULTEC. All illustrations and photos shown herein are examples of typical situations. Be sure to follow the engineer’s drawings. Actual designs may vary. Doc ID: CLT057 01-20 January 2020 Published by CULTEC, Inc. P.O. Box 280 878 Federal Road Brookfield, Connecticut 06804 USA www.cultec.com Copyright Notice © 2019 CULTEC, Inc. All rights reserved. Printed in the USA. This document and any accompanying CULTEC products are copyrighted by CULTEC, Inc. Any reproduction and/or distribution without prior written consent from CULTEC, Inc. is strictly prohibited. Disclaimers: The drawings, photographs and illustrations shown in this document are for illustrative purposes only and are not necessarily to scale. Actual designs may vary. CULTEC reserves the right to make design and/or specification changes at any time without notice at CULTEC’s sole discretion. CULTEC, the CULTEC logo, RECHARGER, CONTACTOR, HVLV, PAC, STORMFILTER, STORMGENIE and The Chamber with The Stripe are registered trademarks of CULTEC, Inc. Chamber of Choice, HD, 100, 125, 150, 150XL, 180, 280, 330, 330XL, 360, V8, 902, Field Drain Panel, C-1, C-2, C-3, C-4, EZ-24, Landscape Series are trademarks of CULTEC, Inc. © Copyright on all drawings, illustrations, photos, charts - CULTEC, Inc. All rights reserved. Protected by one or more of the following patents owned by Cultec, Inc.: U.S. Patents 6,129,482; 6,322,288; 6,854,925; 7,226,241; 7,806,627; 8,366,346; 8,425,148; U.S. Designs D613,819; D638,095; D668,318; Canadian Patent 2,450,565; 2,591,255; Canadian Designs 129144; 135983; 159073; 160977; and/or other U.S. or Foreign Patent(s) or Patent(s) Pending. Contact Information: For general information on our other products and services, please contact our offices within the United States at (800)428-5832, (203)775-4416 ext. 202, or e-mail us at custservice@cultec.com. For technical support, please call (203)775-4416 ext. 203 or e-mail tech@cultec.com. Visit www.cultec.com/downloads.html for Product Downloads and CAD details. 3 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 This manual contains guidelines recommended by CULTEC, Inc. and may be used in conjunction with, but not to supersede, local regulations or regulatory authorities. OSHA Guidelines must be followed when inspecting or cleaning any structure. Introduction The CULTEC Subsurface Stormwater Management System is a high-density polyethylene (HDPE) chamber system arranged in parallel rows surrounded by washed stone. The CULTEC chambers create arch-shaped voids within the washed stone to provide stormwater detention, retention, infiltration, and reclamation. Filter fabric is placed between the native soil and stone interface to prevent the intrusion of fines into the system. In order to minimize the amount of sediment which may enter the CULTEC system, a sediment collection device (stormwater pretreat- ment device) is recommended upstream from the CULTEC chamber system. Examples of pretreatment devices include, but are not limited to, an appropriately sized catch basin with sump, pretreatment catchment device, oil grit separator, or baffled distribution box. Manufactured pretreatment devices may also be used in accordance with CULTEC chambers. Installation, operation, and maintenance of these devices shall be in accordance with manufacturer’s recommendations. Almost all of the sediment entering the stormwater management system will be collected within the pretreatment device. Best Management Practices allow for the maintenance of the preliminary collection systems prior to feeding the CULTEC chambers. The pretreatment structures shall be inspected for any debris that will restrict inlet flow rates. Outfall structures, if any, such as outlet control must also be inspected for any obstructions that would restrict outlet flow rates. OSHA Guidelines must be followed when inspecting or cleaning any structure. Operation and Maintenance Requirements I. Operation CULTEC stormwater management systems shall be operated to receive only stormwater run-off in accordance with applicable local regulations. CULTEC subsurface stormwater management chambers operate at peak performance when installed in series with pretreatment. Pretreatment of suspended solids is superior to treatment of solids once they have been introduced into the system. The use of pretreatment is adequate as long as the structure is maintained and the site remains stable with finished impervious surfaces such as parking lots, walkways, and pervious areas are properly maintained. If there is to be an unstable condition, such as improvements to buildings or parking areas, all proper silt control measures shall be implemented according to local regulations. II. Inspection and Maintenance Options A. The CULTEC system may be equipped with an inspection port located on the inlet row. The inspection port is a circular cast box placed in a rectangular concrete collar. When the lid is removed, a 6-inch (150 mm) pipe with a screw-in plug will be exposed. Remove the plug. This will provide access to the CULTEC Chamber row below. From the surface, through this access, the sediment may be measured at this location. A stadia rod may be used to measure the depth of sediment if any in this row. If the depth of sediment is in excess of 3 inches (76 mm), then this row should be cleaned with high pressure water through a culvert cleaning nozzle. This would be carried out through an upstream manhole or through the CULTEC StormFilter Unit (or other pre- treatment device). CCTV inspection of this row can be deployed through this access port to deter mine if any sediment has accumulated in the inlet row. B. If the CULTEC bed is not equipped with an inspection port, then access to the inlet row will be through an upstream manhole or the CULTEC StormFilter. 1. Manhole Access This inspection should only be carried out by persons trained in confined space entry and sewer inspection services. After the manhole cover has been removed a gas detector must be lowered into the manhole to ensure that there are not high concentrations of toxic gases present. The inspector should be lowered into the manhole with the proper safety equipment as per OSHA requirements. The inspector may be able to observe sediment from this location. If this is not possible, the inspector will need to deploy a CCTV robot to permit viewing of the sediment. 4 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 2. StormFilter Access Remove the manhole cover to allow access to the unit. Typically a 30-inch (750 mm) pipe is used as a riser from the StormFilter to the surface. As in the case with manhole access, this access point requires a technician trained in confined space entry with proper gas detection equipment. This individual must be equipped with the proper safety equipment for entry into the StormFilter. The technician will be lowered onto the StormFilter unit. The hatch on the unit must be removed. Inside the unit are two filters which may be removed according to StormFilter maintenance guidelines. Once these filters are removed the inspector can enter the StormFilter unit to launch the CCTV camera robot. C. The inlet row of the CULTEC system is placed on a polyethylene liner to prevent scouring of the washed stone beneath this row. This also facilitates the flushing of this row with high pressure water through a culvert cleaning nozzle. The nozzle is deployed through a manhole or the StormFilter and extended to the end of the row. The water is turned on and the inlet row is back-flushed into the manhole or StormFilter. This water is to be removed from the manhole or StormFilter using a vacuum truck. III. Maintenance Guidelines The following guidelines shall be adhered to for the operation and maintenance of the CULTEC stormwater management system: A. The owner shall keep a maintenance log which shall include details of any events which would have an effect on the system’s operational capacity. B. The operation and maintenance procedure shall be reviewed periodically and changed to meet site conditions. C. Maintenance of the stormwater management system shall be performed by qualified workers and shall follow applicable occupational health and safety requirements. D. Debris removed from the stormwater management system shall be disposed of in accordance with applicable laws and regulations. IV. Suggested Maintenance Schedules A. Minor Maintenance The following suggested schedule shall be followed for routine maintenance during the regular operation of the stormwater system: Frequency Action Monthly in first year Check inlets and outlets for clogging and remove any debris, as required. Spring and Fall Check inlets and outlets for clogging and remove any debris, as required. One year after commissioning and every third year following Check inlets and outlets for clogging and remove any debris, as required. B. Major Maintenance The following suggested maintenance schedule shall be followed to maintain the performance of the CULTEC stormwater management chambers. Additional work may be necessary due to insufficient performance and other issues that might be found during the inspection of the stormwater management chambers. (See table on next page) 5 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Frequency Action Inlets and Outlets Every 3 years • Obtain documentation that the inlets, outlets and vents have been cleaned and will function as intended. Spring and Fall • Check inlet and outlets for clogging and remove any debris as re- quired. CULTEC Stormwater Chambers 2 years after commis- sioning • Inspect the interior of the stormwater management chambers through inspection port for deficiencies using CCTV or comparable technique. • Obtain documentation that the stormwater management chambers and feed connectors will function as anticipated. 9 years after commis- sioning every 9 years following • Clean stormwater management chambers and feed connectors of any debris. • Inspect the interior of the stormwater management structures for deficiencies using CCTV or comparable technique. • Obtain documentation that the stormwater management chambers and feed connectors have been cleaned and will function as intend- ed. 45 years after com- missioning • Clean stormwater management chambers and feed connectors of any debris. • Determine the remaining life expectancy of the stormwater man- agement chambers and recommended schedule and actions to reha- bilitate the stormwater management chambers as required. • Inspect the interior of the stormwater management chambers for deficiencies using CCTV or comparable technique. • Replace or restore the stormwater management chambers in accor- dance with the schedule determined at the 45-year inspection. • Attain the appropriate approvals as required. • Establish a new operation and maintenance schedule. Surrounding Site Monthly in 1st year • Check for depressions in areas over and surrounding the stormwater management system. Spring and Fall • Check for depressions in areas over and surrounding the stormwater management system. Yearly • Confirm that no unauthorized modifications have been performed to the site. For additional information concerning the maintenance of CULTEC Subsurface Stormwater Management Chambers, please con- tact CULTEC, Inc. at 1-800-428-5832. 6 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 WQMP Operation & Maintenance (O&M) Plan Project Name:_________________________________________________________ Prepared for: Project Name: ________________________________________________________ Address:______________________________________________________________ City, State Zip:________________________________________________________ Prepared on: Date:________________________________________________________________ 7 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 This O&M Plan describes the designated responsible party for implementation of this WQMP, including: operation and maintenance of all the structural BMP(s), conducting the training/educational program and duties, and any other necessary activities. The O&M Plan includes detailed inspection and maintenance requirements for all struc- tural BMPs, including copies of any maintenance contract agreements, manufacturer’s maintenance requirements, permits, etc. 8.1.1 Project Information Project name Address City, State Zip Site size List of structural BMPs, number of each Other notes 8.1.2 Responsible Party The responsible party for implementation of this WQMP is: Name of Person or HOA Property Manager Address City, State Zip Phone number 24-Hour Emergency Contact number Email 8.1.3 Record Keeping Parties responsible for the O&M plan shall retain records for at least 5 years. All training and educational activities and BMP operation and maintenance shall be documented to verify compli- ance with this O&M Plan. A sample Training Log and Inspection and Maintenance Log are included in this docu- ment. 8.1.4 Electronic Data Submittal This document along with the Site Plan and Attachments shall be provided in PDF format. AutoCAD files and/or GIS coordinates of BMPs shall also be submitted to the City. 8 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Appendix ___ BMP SITE PLAN Site plan is preferred on minimum 11” by 17” colored sheets, as long as legible. 9 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 BMP OPERATION & MAINTENANCE LOG Project Name: _______________________________________ Today’s Date:________________________________________________________________________________ Name of Person Performing Activity (Printed):______________________________________________________ Signature: _______________________________________________________________________________ BMP Name (As Shown in O&M Plan) Brief Description of Implementation, Maintenance, and Inspection Activity Performed 10 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Minor Maintenance Frequency Action Monthly in first year Check inlets and outlets for clogging and remove any debris, as required. Notes □ Month 1 Date: □ Month 2 Date: □ Month 3 Date: □ Month 4 Date □ Month 5 Date: □ Month 6 Date: □ Month 7 Date: □ Month 8 Date: □ Month 9 Date: □ Month 10 Date: □ Month 11 Date: □ Month 12 Date: Spring and Fall Check inlets and outlets for clogging and remove any debris, as required. Notes □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: One year after commissioning and every third year following Check inlets and outlets for clogging and remove any debris, as required. Notes □ Year 1 Date: □ Year 4 Date: □ Year 7 Date: □ Year 10 Date: □ Year 13 Date: □ Year 16 Date: □ Year 19 Date: □ Year 22 Date: 11 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Major Maintenance Frequency Action Every 3 years Obtain documentation that the inlets, outlets and vents have been cleaned and will function as intended. Notes □ Year 1 Date: □ Year 4 Date: □ Year 7 Date: □ Year 10 Date: □ Year 13 Date: □ Year 16 Date: □ Year 19 Date: □ Year 22 Date: Spring and Fall Check inlet and outlets for clogging and remove any debris, as required. Notes □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: 2 years after commissioning □ Inspect the interior of the stormwater management chambers through inspection port for deficiencies using CCTV or comparable technique. □ Obtain documentation that the stormwater manage- ment chambers and feed connectors will function as anticipated. Notes □ Year 2 Date:CULTEC Stormwater Chambers Inlets and Outlets 12 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Major Maintenance Frequency Action 9 years after commissioning every 9 years following □ Clean stormwater management chambers and feed connectors of any debris. □ Inspect the interior of the stormwater management structures for deficiencies using CCTV or comparable technique. □ Obtain documentation that the stormwater man- agement chambers and feed connectors have been cleaned and will function as intended. Notes □ Year 9 Date: □ Year 18 Date: □ Year 27 Date: □ Year 36 Date: 45 years after commissioning □ Clean stormwater management chambers and feed connectors of any debris. □ Determine the remaining life expectancy of the stormwater management chambers and recommended schedule and actions to rehabilitate the stormwater management chambers as required. □ Inspect the interior of the stormwater management chambers for deficiencies using CCTV or comparable technique. □ Replace or restore the stormwater management chambers in accordance with the schedule determined at the 45-year inspection. □ Attain the appropriate approvals as required. □ Establish a new operation and maintenance sched- ule. Notes □ Year 45 Date:CULTEC Stormwater Chambers 13 OPERATIONS AND MAINTENANCE GUIDELINES CULTEC STORMWATER CHAMBERS For more information, contact CULTEC at (203) 775-4416 or visit www.cultec.com. © CULTEC, Inc. CLT057 01-20 Major Maintenance Frequency Action Monthly in 1st year □ Check for depressions in areas over and surrounding the stormwater management system. Notes □ Month 1 Date: □ Month 2 Date: □ Month 3 Date: □ Month 4 Date: □ Month 5 Date: □ Month 6 Date: □ Month 7 Date: □ Month 8 Date: □ Month 9 Date: □ Month 10 Date: □ Month 11 Date: □ Month 12 Date: Spring and Fall □ Check for depressions in areas over and surrounding the stormwater management system. Notes □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: □ Spring Date: □ Fall Date: Yearly □ Confirm that no unauthorized modifications have been performed to the site. Notes □ Year 1 Date: □ Year 2 Date: □ Year 3 Date: □ Year 4 Date: □ Year 5 Date: □ Year 6 Date: □ Year 7 Date:Surrounding Site RETENTION • DETENTION • INFILTRATION • WATER QUALITY CULTEC, Inc. 878 Federal Road • P.O. Box 280 • Brookfield, CT 06804 USA P: (203) 775-4416 • Toll Free: 1(800) 4-CULTEC • www.cultec.com ©CULTEC, Inc. CLT057 01-20 1900 Crown Colony Drive, Suite 402 Quincy, MA 02169 P: 617.657.0200 F: 617.657.0201 envpartners.com APPENDIX F Wetland Delineation Report APPENDIX G Abutter Notifications 2,400.00 Conservation Notice of Intent (NOI) Abutter Map for Subject Parcels 308003, 308143 This map is for illustration purposes only. It is not adequate for legal boundary determination or regulatory interpretation. This map does not represent an on-the-ground survey. It may be generalized, may not reflect current conditions, and may contain cartographic errors or omissions. Legend Property owners within 100 feet of the perimeter of the subject parcel upon which work is proposed. Parcel lines shown on this map are only graphic representations of Assessor’s tax parcels. They are not true property boundaries and do not represent accurate relationships to physical objects on the map such as building locations. 100 Town of Barnstable GIS Unit 200 11/22/2022 gis@town.barnstable.ma.us Printed on: 0 ft.200 Subject Parcel Abutters 100 ft. Buffer ft. 1 inch = approx. Parcels Town Boundary Railroad Tracks Buildings Approx. Building Buildings Parking Lots Paved Unpaved Roads Paved Road Unpaved Road Bridge Paved Median Water Bodies Conservation Notice of Intent (NOI) Abutter List for Subject Parcels 308003, 308143 Property owners within 100 feet of the perimeter of the subject parcel upon which work is proposed. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 290096 CRABTREE LLC 426 NORTH ST HYANNIS 02601MA 290096001 BOUDREAU, PHILIP M & MARK H 396 NORTH STREET HYANNIS 02601MA 30800210A 724 MAIN ST LLC C/O DRAKE, DARREN P 525 BROOME ST-BOX #5 NEW YORK 10013NY 30800210B SHP FINANCIAL LLC 225 WATER ST SUITE 106C PLYMOUTH 02360MA 30800210C SHP FINANCIAL LLC 225 WATER ST SUITE 106C PLYMOUTH 02360MA 30800210D MCMANUS, KEITH A & HATCH, GEOFFREY TRS IR MCMANUS TRUST 724 MAIN STREET, UNIT D HYANNIS 02601MA 30800210E 724 MAIN ST LLC C/O DRAKE, DARREN P 525 BROOME ST - BOX 5 NEW YORK 10013NY 30800210F LOGIE, GARY JOHN & JOANNE STACIE TRS LOGIE INVESTMENT REALTY TRUST 56 KELLEY ROAD WEST HARWICH 02671MA 30800210G JORDAN BROOKE PARTNERS LLC C/O MICHAEL ANDREOZZI 931 JEFFERSON BLVD SUITE 2001 WARWICK 02886RI 30800210H 724 MAIN ST LLC C/O DRAKE, DARREN P 525 BROOME ST-BOX #5 NEW YORK 10013NY 30800210I 724 MAIN ST LLC C/O DRAKE, DARREN P 525 BROOME ST-#5 NEW YORK 10013NY 30800210J 724 MAIN ST LLC C/O DRAKE, DARREN P 525 BROOME ST-BOX #5 NEW YORK 10013NY 30800220A 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 11/22/2022 2:10 PMReport Generated On:Page 1 of 5 70Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 30800220B 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 30800220C 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 30800220D 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 30800220E 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 30800220F 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 30800220G 760 MAIN ST LLC C/O DRAKE, DARREN 525 BROOME ST-BOX 5 NEW YORK 10013NY 308003 BORNSTEIN, STUART TR SEVEN TWENTY MAIN ST NOMINEE TRUST 297 NORTH STREET HYANNIS 02601MA 308004001 DNS REALTY INC 74 CAROLYN CIRCLE MARSHFIELD 02050MA 30800400A BARNSTABLE HOUSING AUTHORITY 146 SOUTH STREET HYANNIS 02601MA 30800400B PHEAR, ROBERT C & BROWN, PAMELA 320 STEVENS STREET A2 HYANNIS 02601MA 30800400C CHARTRAND, THOMAS E & HERSH, MELISSA A 320 STEVENS ST UNIT A3 HYANNIS 02601MA 30800400D JANNELLO, NOEL R & ELENA Z 188 NORTH PINE STREET NORTH MASSAPEQUA 11758NY 30800400E SCRIMSHAW, HOLLY E & KAREN 120 GREAT HILL DRIVE WEST BARNSTABLE 02668MA 30800400F BARNSTABLE HOUSING AUTHORITY 146 SOUTH STREET HYANNIS 02601MA 30800400G KITSON, JOHN E & MAUREEN H 5060 HARMONY CIRCLE VERO BEACH 32967FL 30800400H BRECHKA, PATRICK F & HANNAH J 116 SNOW ROAD BREWSTER 02631MA 11/22/2022 2:10 PMReport Generated On:Page 2 of 5 70Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 30800400I COLELLA, STEPHEN M 320 STEVENS ST-UNIT B4 HYANNIS 02601MA 30800400J BURTON, MARGARET J 320 STEVENS ST B5 HYANNIS 02601MA 30800400K DEPAULA, DANIELA W M & MORAIS, MARIA C W 320 STEVENS STREET UNIT C1 HYANNIS 02601MA 30800400L GALLAGHER, JOHN A & MIRIAM J 320 STEVENS ST #C2 HYANNIS 02601MA 30800400M FOREMAN JR, JOHN H & MARIE R 63 GOSS AVENUE MELROSE 02176MA 30800400N JOHNSON, ALAN B & SANDRA A 320 STEVENS ST., UNIT D-1 HYANNIS 02601MA 30800400O GENTILE, THOMAS J & SHARON 78 MISTY MEADOW ROAD PEMBROKE 02359MA 30800400P BARBOSA, CARLOS & YOUNG, ELIZABETH ANNE 535 SOUTH STREET HYANNIS 02601MA 30800400Q FLAGSHIP ESTATES HYANNIS LLC C/O CONDYNE 100 GRANDVIEW ROAD, SUITE 312 BRAINTREE 02184MA 30800400R FLAGSHIP ESTATES HYANNIS LLC C/O CONDYNE 100 GRANDVIEW ROAD SUITE 312 BRAINTREE 02184MA 30800400S FLAGSHIP ESTATES HYANNIS LLC C/O CONDYNE 100 GRANDVIEW ROAD SUITE 312 BRAINTREE 02184MA 30800400T FLAGSHIP ESTATES HYANNIS LLC C/O CONDYNE 100 GRANDVIEW ROAD SUITE 312 BRAINTREE 02184MA 30800400U FLAGSHIP ESTATES HYANNIS LLC C/O CONDYNE 100 GRANDVIEW ROAD SUITE 312 BRAINTREE 02184MA 30800400V PREHNA, BRIAN M 320 STEVENS STREET UNIT F3 HYANNIS 02601MA 11/22/2022 2:10 PMReport Generated On:Page 3 of 5 70Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 30800400W MORROW, ALISON 320 STEVENS STREET UNIT F2 HYANNIS 02601MA 30800400X NUSS, KATHLEEN 320 STEVENS STREET F1 HYANNIS 02601MA 30800400Y GUZMAN, NICHOLAS T 320 STEVENS STREET UNIT G1 HYANNIS 02601MA 30800400Z PANAGOPOULOS, ANASTASIA XEROS 14 SPEEN STREET NATICK 01760MA 3080040AA MERLESENA, JOHN P & DEBORAH J 320 STEVENS ST., UNIT G3 HYANNIS 02601MA 3080040AB COLLINS, TERRY E & ANNE R 12110 SANGSTERS COURT CLIFTON 20124VA 3080040AC SIMON, STEVEN E & LORI B TRS STEVEN SIMON LIVING TRUST 3 HORNBEAM CIRCLE EAST SANDWICH 02537MA 308007 MRK ENTERPRISES LLC PO BOX 924 FORESTDALE 02644MA 308008 JOB TRAINING & EMPL CORP 88 NORTH STREET HYANNIS 02601MA 308143 BARNSTABLE, TOWN OF (LB)367 MAIN STREET HYANNIS 02601MA 308144 BAYBANK ATTN:CORP R E ASSESSMENTS NC1-001-03-81 101 N TRYON ST CHARLOTTE 28255NC 308145 707 MAIN LLC 707 MAIN STREET HYANNIS 02601MA 308147 CALDEIRA, ANSELMA & SOUZA, MARIA C P O BOX 1683 HYANNIS 02601MA 308148 GRANT, CAROLE M TR POTTER STREET TRUST 66 ELM ST NEWTON 02465MA 308149 AYLWARD, PHILLIP T & WENDY G 43 POTTER AVENUE HYANNIS 02601MA 308150 POTTER AVENUE REALTY LLC PO BOX 301 WEST HYANNIS PORT 02672MA 11/22/2022 2:10 PMReport Generated On:Page 4 of 5 70Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. Parcel ID Owner 1 Owner 2 Address Line 1 Address Line 2 City State Zip 308150 POTTER AVENUE REALTY LLC PO BOX 301 WEST HYANNIS PORT 02672MA 308152 COOK, JANET E 705 MAIN ST HYANNIS 02601MA 308279 M & M REALTY INVESTMENTS LLC 712 MAIN ST HYANNIS 02601MA 308282 BARNSTABLE PROPERTIES LLC 10 TRAILSIDE RD MEDFIELD 02052-2236MA 30828300A ZEGER, JOEL E TR PO BOX 1979 MASHPEE 02649MA 30828300B OLIVEIRA, JORGINA 22 OLDBURY PLACE SOUTH DENNIS 02660MA 30828300C CUCURULLO, EDMUND F & CYNTHIA 3 LAKE SHORE DRIVE HARWICH 02645MA 30828300D OKEEFFE, PETER & ZEGER,JOE TRS OZ REALTY TRUST PO BOX 194 HYANNIS PORT 02647MA 30828300E OKEEFFE, PETER & ZEGER,JOE TRS OZ REALTY TRUST PO BOX 194 HYANNIS PORT 02647MA 30828300F OKEEFFE, PETER & ZEGER,JOE TRS OZ REALTY TRUST PO BOX 194 HYANNIS PORT 02647MA 30828300G EDWARDS, STEPHEN L 720 MAIN ST HYANNIS 02601MA 30828300H EDWARDS, STEPHEN L 720 MAIN ST HYANNIS 02601MA 11/22/2022 2:10 PMReport Generated On:Page 5 of 5 70Total Number of Abutters: This list by itself does NOT constitute a "Certified List of Abutters" and is provided only as an aid to the determination of abutters. If a Certified Abutter List is required, you must contact the Assessing Division to have this list certified. NOTICE OF INTENT ABUTTER NOTIFICATION LETTER DATE: RE: Upcoming Barnstable Conservation Commission Public Hearing To Whom It May Concern, As an abutter within 100 feet of a proposed project, please be advised that a NOTICE OF INTENT application has been filed with the Barnstable Conservation Commission. APPLICANT: PROJECT ADDRESS OR LOCATION: ASSESSOR’S MAP & PARCEL: MAP PARCEL PROJECT DESCRIPTION: ________________________________________________________ APPLICANT’S AGENT: PUBLIC HEARING: WILL BE HELD REMOTELY VIA ZOOM See agenda posting on Town Clerks website available at least 48 hours in advance of the meeting for details. DATE: / / TIME: P.M. NOTE: Plans and applications describing the proposed activity are on file with the Conservation Commission at https://itlaserfiche.town.barnstable.ma.us/WebLink/Browse.aspx?id=825530&dbid=0&repo=TownOfBarns table, by email to Kimberly.Cavanaugh@town.barnstable.ma.us or by calling (508-862-4093) Town of Barnstable DPW 720 and 725 Main Street Hyannis, MA Environmental Partners 1900 Crown Colony Drive, Suite 402 Quincy, MA 02169 01 10 2023 3:00 12/27/2022 The exising wastewater pump station at 720 Main Street will be removed and a new station will be constructed at 725 Main Street. The new pump station will have a new building and driveway access to Main Street. 308 003 and 143 1900 Crown Colony Drive, Suite 402 Quincy, MA 02169 P: 617.657.0200 F: 617.657.0201 envpartners.com