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HomeMy WebLinkAboutRevised Stormwater Management Report STORMWATER REPORT Centerville Village Sewer Expansion Project – North Phase Barnstable, Massachusetts February 2024 Revised March 2024 Prepared For: Barnstable Department of Public Works 382 Falmouth Road (Route 28) Hyannis, MA02601 Prepared by: Stantec Consulting Services Inc. 45 Blue Sky Drive, 3rd Floor Burlington, MA 01803 - i - Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report Table of Contents PAGE 1.0 PROJECT DESCRIPTION ............................................................................................. 1 2.0 DOCUMENTING COMPLIANCE ..................................................................................2 Standard 1: No New Untreated Discharges ..........................................................................3 Standard 2: Peak Rate Attenuation .......................................................................................3 Standard 3: Recharge ...........................................................................................................4 Standard 4: Water Quality ....................................................................................................5 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) ........................6 Standard 6: Critical Areas ....................................................................................................6 Standard 7: Redevelopment ..................................................................................................6 Standard 8: Construction Period Pollution Prevention and Erosion Control .......................6 Standard 9: Operation and Maintenance Plan ......................................................................7 Standard 10: Prohibition of Illicit Discharges ......................................................................7 List of Figure Figure Page 1 Location Map (Prepared by Epsilon) List of Appendices Appendix A – Stormwater Report Checklist Appendix B – NRCS Soil Survey Map Report Appendix C – HydroCAD Analysis and Tributary Area Maps Appendix D – TSS Removal Worksheets Appendix E – Recharge and Water Quality Volume Calculations - i - Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report Table of Contents PAGE 1.0 PROJECT DESCRIPTION ............................................................................................. 1 2.0 DOCUMENTING COMPLIANCE ..................................................................................2 Standard 1: No New Untreated Discharges ..........................................................................3 Standard 2: Peak Rate Attenuation .......................................................................................3 Standard 3: Recharge ...........................................................................................................4 Standard 4: Water Quality ....................................................................................................5 Standard 5: Land Uses with Higher Potential Pollutant Loads (LUHPPLs) ........................6 Standard 6: Critical Areas ....................................................................................................6 Standard 7: Redevelopment ..................................................................................................6 Standard 8: Construction Period Pollution Prevention and Erosion Control .......................6 Standard 9: Operation and Maintenance Plan ......................................................................7 Standard 10: Prohibition of Illicit Discharges ......................................................................7 List of Figure Figure Page 1 Location Map (Prepared by Epsilon) List of Appendices Appendix A – Stormwater Report Checklist Appendix B – NRCS Soil Survey Map Report Appendix C – HydroCAD Analysis and Tributary Area Maps Appendix D – TSS Removal Worksheets Appendix E – Recharge and Water Quality Volume Calculations Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 1 - CENTERVILLE VILLAGE SEWER EXPANSION PROJECT – NORTH PHASE BARNSTABLE, MASSACHUSETTS 1.0 PROJECT DESCRIPTION: On behalf of the Barnstable Department of Public Works, Stantec Consulting Services Inc. (Stantec) has been retained to prepare this Stormwater Management Report for the Centerville Village Sewer Expansion Project – North Phase, which is located within the Town of Barnstable. The Stormwater Report describes the various stormwater controls that are proposed to be installed to minimize impacts to jurisdictional wetland due to stormwater runoff. There are existing MassDEP defined natural resources areas within the project limits that require permit applications to be submitted and permits to be obtained for the construction at the following project site locations: • A portion of the roadway realignment/intersection improvements associated with the Main Street intersection with Mothers Park Road/Phinney’s Lane is located within the existing wetland setback. The realignment/reconstruction of the Main Street intersection with Phinney’s Lane/Mothers Park Road will result in an overall decrease of pavement and impervious area within the project limits. • Pump Station No.1 at 567 Shootflying Hill Road is located within existing wetlands setbacks. Site improvements include construction of Pump Station No.1; sewer gravity line and force main; generator; electrical cabinet and access drive for maintenance. With respect to stormwater management, this Stormwater Management Report presents Stantec evaluation of potential project impacts on the existing surface and closed drainage systems and identifies specific Best Management Practices (BMP’s) for improving stormwater treatment and controlling the stormwater discharges to the greatest extent practicable at each project site. Main Street Intersection Improvements In general, the existing stormwater management facilities located within the proposed Main Street intersection improvements are comprised of an open drainage system and grass shoulders with overland flow to the adjacent properties, including Mothers Park. An existing 8-inch cross culvert conveys flow beneath Main Street and discharges to an abutting property at 225 Main Street. The proposed Best Management Practices (BMP’s) at this location include minimizing disturbance to existing trees and shrubs, overall decrease of pavement and impervious area and installation of a closed drainage system with new deep sump/hooded catch basins, piping, drainage manholes, Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 2 - subsurface infiltration chamber system and extension of the existing 8-inch culvert located at Main Street. These proposed BMP’s are identified on the roadway improvements construction plans. Pump Station No.1 Pump Station 1 is located on an undeveloped parcel of land at 567 Shootflying Hill Road. Existing stormwater management facilities are located within Shootflying Hill Road and comprised of a closed drainage system consisting of catch basins, manholes, piping, and outlet discharging to the wetland area to the north of Shootflying Hill. In general, proposed site improvements include construction of Pump Station No.1; sewer gravity line and force main; generator; electrical cabinet and access drive for maintenance. The proposed Best Management Practices (BMP’s) include minimizing disturbance to existing trees and shrubs, construction of a grass swale and stormwater basin to control stormwater runoff; provide water quality and promote groundwater recharge. 2.0 COMPLIANCE WITH DEP STORMWATER MANAGEMENT STANDARDS: The proposed Project is considered a combination of redevelopment (Main Street Intersection Improvements) and new development area (Shootflying Hill Road Pump Station No.1). Stormwater runoff associated with the new development area will meet current stormwater standards. Stormwater runoff from the Main Street Intersection Improvements qualify as redevelopment and will meet the stormwater standards to the maximum extent practicable while improving upon existing conditions. The DEP Stormwater Standards state that redevelopment projects are defined to include “maintenance and improvement of existing roadways, including widening less than a single lane, adding shoulders, correcting substandard intersections, improving existing drainage systems, and repaving.” As such the Main Street Intersection Improvements are in accord with this definition. Under the criteria outlined in the DEP Stormwater Standards “a redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice (BMP) requirements of Standards 4, 5, and 6.” In contrast, the project must meet Standards 1, 8, 9 and 10 in full. Conformance with the stormwater standards will be achieved in accordance with the Massachusetts DEP Stormwater Handbook (Jan 2008). As such, selected Best Management Practices (BMPs) have been incorporated into each project site to improve existing conditions associated with stormwater runoff. For reference see attached Stormwater Report Checklist (Appendix A). Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 3 - The following summarizes the extent to which each proposed project site complies with the Stormwater Management Standards. Standard No. 1 – No New Untreated Discharges: Main Street Intersection Improvements No new outfalls that discharge directly into the adjacent wetland resource areas will be created as part of the project. Stormwater improvements will include the construction of new deep sump/hooded catch basins, piping, manholes, subsurface infiltration chamber system and extension of the existing 8-inch culvert located at Main Street Pump Station No.1 No new outfalls that discharge directly into the adjacent wetland resource area will be created as part of the project. Stormwater improvements will include the construction of a grass swale and stormwater basin to provide water quality and promote groundwater recharge. Standard No. 2 – Peak Rate Attenuation: Main Street Intersection Improvements Proposed improvements will result in an overall decrease of pavement and impervious surface area within the project limits. Areas of pavement removal associated with Mothers Park Road and realignment Main Street intersection with Phinney’s Lane of the will be replaced with planting soils and vegetation to promote infiltration and groundwater recharge. The net 2,125 square foot reduction of pavement and impervious surface area will result in the post-development peak rate less than the pre-development peak rate. Pump Station No. 1 The proposed pump station site development will result in an additional 954.0 square feet of impervious area. Existing drainage patterns will be maintained as part of the proposed stormwater management system. The hydraulic computations, tributary areas, pre- and post-development peak runoff rates and supporting documentation are included within Appendix C. We note under post development conditions the peak rate of runoff is decreased for the 2 and 10-year storm events with an insignificant increase for the 100-year storm event. A summary of the hydrologic calculations for the 2, 10 and 100-yr storm events for pre- and post- development conditions, within the project limits, are presented below. Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 4 - SUBCATCHMENT NAME POINT OF INTEREST PRE-DEVELOPMENT STORM EVENT POST-DEVELOPMENT STORM EVENT EXISTING CONDITION PROPOSED CONDITION 2-yr, cfs 10-yr, cfs 100-yr, cfs 2-yr, cfs 10-yr, cfs 100-yr, cfs POI 1 POI 2 Wetland Resource 0.02 0.02 0.05 0.00 0.00 0.09 Standard No. 3 – Recharge: 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 the infiltration volume under pre- development conditions. Main Street Intersection Improvements The project improvements will result in an overall decrease in pavement and impervious surface area of 2,125 square feet: thereby, resulting in an increase in the volume of rainfall recharging to the groundwater and improvement to existing conditions. Areas of pavement removal will be replaced with planting soils and vegetation to promote infiltration and groundwater recharge. Proposed subsurface infiltration chamber system will provide additional infiltration and groundwater recharge. Pump Station No.1 The proposed pump station site development will result in an increase impervious surface area of 954.0 square feet associated with the new pump station and access/maintenance drive. A review of the NRCS Soil Survey map classified soils within the project areas as Carver Loamy Coarse Sand (Hydrologic Group A). As part of the drainage analysis, Stantec utilized the Hydrologic Soil Groups as identified on the Soil Survey Map within the project limit. A copy of the NRCS Soil Map is included in Appendix B. The standard states that the amount of groundwater recharge shall be based upon existing soil condition recharge rates as follows: Hydrologic Group Volume to Recharge x Impervious Area A 0.60 inches of runoff B 0.35 inches of runoff Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 5 - C 0.25 inches of runoff D 0.10 inches of runoff Based on the above-referenced soil conditions (i.e., Hydrologic Soil Group A) times the increase in impervious area results in a required recharge volume of approximately 48 cubic feet for the proposed entire project site. As such, the proposed stormwater basin located northerly from the pump station and access drive will provide a recharge of approximately 325 cubic feet. The project complies with Standard 3. Standard No. 4 – Water Quality: Main Street Intersection Improvements The proposed project meets the definition of redevelopment, thereby requiring the 80% TSS removal standard to be met only to the maximum extent practicable. Proposed BMPs selected for the project site include deep sump hooded catch basins and subsurface infiltration chamber system. The proposed BMP’s will provide an improvement to existing conditions. TSS removal calculation worksheet for proposed treatment methods is located within the project area limits are provided within Appendix D. The Massachusetts Stormwater Handbook requires the computation of the water quality treatment volume for stormwater runoff. The required water quality treatment volume is based upon 0.5-inch times the new impervious area of the post development project site. The project improvements will result in an overall decrease in impervious surface area of 2,125 square feet associated with the intersection improvements thereby meeting the required water quality volume. We note selected Best Management Practices (BMPs) have been incorporated into the proposed intersection improvements to provide additional water quality treatment. The proposed subsurface infiltration chamber system will treat stormwater flows and provide an additional water quality volume. Pump Station No.1 The proposed project meets the definition of new development, thereby requiring the 80% TSS removal standard to be met. Proposed BMP devices selected for the project site include deep grass channel and stormwater basin. The proposed BMP’s will provide an improvement to existing conditions. TSS removal calculation worksheets for proposed treatment methods are located within the project area limits are provided within Appendix D. The Massachusetts Stormwater Handbook requires the computation of the water quality treatment Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 6 - volume for stormwater runoff. The required water quality treatment volume is based upon 0.5-inch times the new impervious area of the post development project site. The project improvements will result in an overall increase in impervious area of 954.0 square feet. The increase in impervious area results in a required water quality volume of 40 cubic feet. The proposed stormwater basin is sized to treat stormwater flows from the new impervious area and provide a water quality volume of 325 cubic feet. (See Appendix E for calculations.) Standard No. 5 – Land Uses With Higher Potential Pollutant Loads (LUHPPLs): This standard is not applicable because the proposed use is not associated with higher potential pollutant loads. Standard No. 6 - Critical Areas: This standard is not applicable. The stormwater discharges are not located within/or near a critical area. Standard No. 7 – Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable: The Main Street Intersection Improvements is considered a redevelopment project. Stormwater runoff will meet the stormwater standards to the maximum extent practicable, while improving upon existing conditions for Standards 4. The project meets Standards 1, 2, 3, 8, 9 and 10 in full. Standards 5 and 6 are not applicable. Standard No. 8 – Construction Period Pollution Prevention and Erosion and Sedimentation Control: A Construction Period Pollution Prevention/Soil Erosion and Sediment Control Plan will be developed to address activities associated with proposed Main Street Intersection Improvements and Pump Station No.1 in a manner that minimizes erosion, sediment, debris, and other pollutants from contaminating the resource areas and receiving waters. The installation of soil erosion and sediment controls will comply with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas (Massachusetts Executive Office of Environmental Affairs et. al.; 2003), and all aspects of Standard No. 8. As the proposed projects will involve more than one (1) acre of earth disturbance, a National Pollutant Discharge Elimination System (NPDES) Stormwater General Permit for construction will be required. In conjunction with this permit, a project specific Stormwater Pollution Prevention Plan (SWPPP) will be generated for construction-related activities. The SWPPP, to be Centerville Village Sewer February 2024 Expansion Project – North Phase Revised March 2024 Barnstable, Massachusetts Stormwater Management Report - 7 - prepared by the contractor prior to construction, will incorporate the soil erosion and sediment controls indicated on the project plans provided under separate cover, and any other structural and non-structural controls that will or may be used, as appropriate, to control erosion/sedimentation within the construction zone. These measures are anticipated to consist of compost filter tubes, silt fencing, check dams, catch basin/storm drain inlet protection, and seeding/mulching, although not all these BMPs necessarily will be implemented. The SWPPP also will document procedures associated with the inspection of erosion/sedimentation controls to ensure that all such controls are functioning properly. To apply for coverage under the EPA General Permit, a ‘Notice of Intent for Stormwater Discharges Associated with Construction Activity under an NPDES General Permit’ will be filed with the U.S. Environmental Protection Agency (EPA) prior to the commencement of construction. As required, the SWPPP also will be kept at the construction site for review by regulatory agency staff. Standard No. 9 - Operation and Maintenance Plan: The Town of Barnstable is responsible for the operation and maintenance associated with the Project. The schedule for inspection and maintenance will be according to Town of Barnstable Department of Public Works MS4 Permit Annual Maintenance Program. See provided link below for further details on Town of Barnstable MS4 Permit. https://town.barnstable.ma.us/Departments/PublicWorks/Projects_and_Updates/MS4-Program.asp Standard No. 10 – Prohibition of Illicit Discharges: The design plans submitted with this report have been designed in full compliance with Standard 10. The project area does not have any known illicit connections. LOCATION PLAN CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT !H !H !H 2-1 2-22-32-42-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 3-1-open 3-2 3-3 3-4-open 3-5-open 3-63-73-8-open Main StreetMothers Park RoadJ o y c e A n n e R o a d Phinneys LaneG:\Projects2\MA\Barnstable\6856\MXD\Fig4-1_Delineated_Wetlands_Main_St.mxd Figure 2 Wetland Boundaries at Mother's Park Barnstable PCW Sewer Main Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2022 Wetland Flag Delineated Wetland Boundary Delineated Wetland Area 100-foot Buffer Zone 50-foot Buffer Zone !H Culvert °0 30 60 Feet1 inch = 60 feetScale1:720 !H !H !HHillside DriveShootflying Hi l l R o a d 1-1 open 1-2 open 1-3 open1-4 open 1-5 open 1-61-7 1-8 1-9 1-10 1-11 1-12 1-13-open G:\Projects2\MA\Barnstable\6856\MXD\Fig4-2_Delineated_Wetlands_Shootflying_Hill_Rd.mxd Figure 3 Wetland Boundaries at Shootflying Hill Road Barnstable PCW Sewer Main Barnstable, Massachusetts Data Source: Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services LEGEND Basemap: Nearmap Aerial, April 2022 Wetland Flag Delineated Wetland Boundary 100-foot Buffer Zone 50-foot Buffer Zone !H Culvert °0 30 60 Feet1 inch = 60 feetScale1:720 APPENDIX A CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT STORMWATER REPORT CHECKLIST Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Proposed deep sump catch basins, subsurface infiltration chambers and Infiltration basin 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. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Barnstable_SW Checklist_01262024.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. APPENDIX B CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT NRCS SOIL SURVEY MAP 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 28, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 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 252C—Carver coarse sand, 8 to 15 percent slopes...................................16 259B—Carver loamy coarse sand, 3 to 8 percent slopes...........................18 264A—Eastchop loamy fine sand, 0 to 3 percent slopes............................19 References............................................................................................................22 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 46120204612070461212046121704612220461227046123204612370461242046124704612020461207046121204612170461222046122704612320461237046124204612470387990 388040 388090 388140 388190 388240 388290 387940 387990 388040 388090 388140 388190 388240 388290 41° 39' 22'' N 70° 20' 44'' W41° 39' 22'' N70° 20' 29'' W41° 39' 7'' N 70° 20' 44'' W41° 39' 7'' N 70° 20' 29'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,300 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 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 1.1 4.1% 252B Carver coarse sand, 3 to 8 percent slopes 8.4 30.8% 252C Carver coarse sand, 8 to 15 percent slopes 3.0 11.0% 259B Carver loamy coarse sand, 3 to 8 percent slopes 12.1 44.3% 264A Eastchop loamy fine sand, 0 to 3 percent slopes 2.7 9.8% Totals for Area of Interest 27.3 100.0% 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 Custom Soil Resource Report 11 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 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:Frequent 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 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 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 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):Head slope, nose slope, side slope, crest, 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, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, 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 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 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 Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser 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 Custom Soil Resource Report 16 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:8 to 15 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): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains 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:Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:5 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 Custom Soil Resource Report 17 259B—Carver loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07t 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, loamy 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, Loamy Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, 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: loamy 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 4.5 inches) Custom Soil Resource Report 18 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, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex 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 264A—Eastchop loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 98qp Elevation: 0 to 1,000 feet Custom Soil Resource Report 19 Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Eastchop and similar soils:75 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Eastchop Setting Landform:Outwash plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Parent material:Loose sandy glaciofluvial deposits; sandy glaciofluvial deposits Typical profile H1 - 0 to 6 inches: loamy fine sand H2 - 6 to 10 inches: loamy fine sand H3 - 10 to 25 inches: very fine sand H4 - 25 to 64 inches: very fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):High to very high (6.00 to 20.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.6 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 Hinckley Percent of map unit:8 percent Hydric soil rating: No Merrimac Percent of map unit:7 percent Hydric soil rating: No Enfield Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 20 Carver Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 21 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 22 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 23 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 January 25, 2024 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 1—Water.....................................................................................................13 55A—Freetown coarse sand, 0 to 3 percent slopes, sanded surface.........13 252C—Carver coarse sand, 8 to 15 percent slopes...................................15 259B—Carver loamy coarse sand, 3 to 8 percent slopes...........................16 435D—Plymouth loamy coarse sand, 15 to 35 percent slopes...................18 References............................................................................................................20 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 9 Custom Soil Resource Report Soil Map 4614790461483046148704614910461495046149904615030461479046148304614870461491046149504614990387320 387360 387400 387440 387480 387520 387560 387600 387640 387680 387320 387360 387400 387440 387480 387520 387560 387600 387640 387680 41° 40' 44'' N 70° 21' 13'' W41° 40' 44'' N70° 20' 57'' W41° 40' 36'' N 70° 21' 13'' W41° 40' 36'' N 70° 20' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,730 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 20, Sep 12, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Water 4.2 29.4% 55A Freetown coarse sand, 0 to 3 percent slopes, sanded surface 0.6 4.0% 252C Carver coarse sand, 8 to 15 percent slopes 3.5 24.4% 259B Carver loamy coarse sand, 3 to 8 percent slopes 5.6 38.6% 435D Plymouth loamy coarse sand, 15 to 35 percent slopes 0.5 3.6% Totals for Area of Interest 14.4 100.0% 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. Custom Soil Resource Report 11 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 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 1—Water Map Unit Setting National map unit symbol: 98s8 Frost-free period: 120 to 220 days Farmland classification: Not prime farmland Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water Typical profile - 0 to 0 inches: water 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 Custom Soil Resource Report 13 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:Frequent 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 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 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 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 Custom Soil Resource Report 14 252C—Carver coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07z Elevation: 0 to 250 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 Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser 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:8 to 15 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) Custom Soil Resource Report 15 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 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Deerfield Percent of map unit:10 percent Landform:Kame terraces, outwash deltas, outwash terraces, outwash plains 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:Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Merrimac Percent of map unit:5 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 259B—Carver loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07t 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, loamy coarse sand, and similar soils:80 percent Minor components:20 percent Custom Soil Resource Report 16 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver, Loamy Coarse Sand Setting Landform:Moraines, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, 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: loamy 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 4.5 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 Custom Soil Resource Report 17 Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex 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 435D—Plymouth loamy coarse sand, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 98rv Elevation: 0 to 1,000 feet Mean annual precipitation: 35 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Plymouth and similar soils:65 percent Minor components:35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth Setting Landform:Ice-contact slopes Landform position (two-dimensional):Backslope Landform position (three-dimensional):Riser Down-slope shape:Linear Across-slope shape:Convex Custom Soil Resource Report 18 Parent material:Loose sandy glaciofluvial deposits and/or loose sandy ablation till; loose sandy glaciofluvial deposits and/or loose sandy ablation till Typical profile H1 - 0 to 3 inches: loamy coarse sand H2 - 3 to 29 inches: gravelly loamy coarse sand H3 - 29 to 64 inches: gravelly coarse sand Properties and qualities Slope:15 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):High to very high (6.00 to 20.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Carver Percent of map unit:15 percent Hydric soil rating: No Hinckley Percent of map unit:10 percent Hydric soil rating: No Barnstable Percent of map unit:5 percent Hydric soil rating: No Nantucket Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 19 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 20 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 21 APPENDIX C CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT HYDROCAD ANALYSIS AND TRIBUTARY MAPS 31'37'18'10'WSS S S S S S S S S 516 + 00 517 +0 0 518 + 00 519 +0 0 520+00521+00522+00PC: 519+08.40 29 303132332930 30 302 829 31323334353637403839404 5 37 36 41393825 26 27 28 353610 + 0 0 11+ 0 0 12+00 13+0 0 1 4 + 0 0 1 4 + 1 6 PC: 10+08.99 PC: 11+22.43 PC: 12+73.07 PT: 11+03.04 PT: 12+12.26 PROP GRANITE CURB - TYPE VA4 PROP 1' WIDE HMA BERM PROP HMA SIDEWALK PROPOSED CONC. PEDESTRIAN RAMP PROP CONC. PEDESTRIAN RAMP PROPOSED DETECTABLE WARNING PANEL PROP DETECTABLE WARNING PANEL PROP HMA PARKING AREA MAIN STREET CONSTRUCTION BASELINE PROP HMA SIDEWALK PROP GRANITE CURB - TYPE VA4 (3" REVEAL) PROP HMA DRIVEWAY PROP HMA BERM TO GRANITE CURB TRANSITION PROP GRANITE CURB - TYPE VA4 (6" REVEAL) PUMP STATION NO. 3 REM EXISTING PAVEMENT PROP LOAM AND SEED PROP 24 LEACHING CHAMBERS DIMENSIONS 4' X 8' X 1.5' D DSDRSDRD P-DBLCB-03 RIM 28.45 P-DBLCB-04 RIM 28.46 P-CB-02 RIM 33.43 P-CB-01 RIM 33.43 P1 (CB-01) AREA 3,966 SF Tc= 6 mins P2 (CB-02) AREA 23,779 SF Tc= 12 mins P4 (CB-04) AREA 3,366 SF Tc= 6 mins P3 (CB-03) AREA 6,496 SF Tc= 6 mins 2929 25262734 29 30 353433 33 32 25 2 6 27 28 29 AREA LEGEND IMPERVIOUS ROOF PAVEMENT SIDEWALK PERVIOUS GRASS WOODS N PLAN SCALE: 1" = 30' KEY PLAN NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPHI N N E Y' S L A N E MAIN S T R E E T M A I N S T R E E TMOTHERS PARK ROADMOTHERS PARK DRAINAGE ANALYSIS PROPOSED CONDITIONS 30 SCALE: 1" = 30' 0 60 100 2024-02-050 ISSUED FOR NOI APPLICATION VT DPG FAM REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD 2024-03-081 ISSUED FOR NOI APPLICATION VT DPG FAM 2024-03-142 ISSUED FOR NOI APPLICATION VT DPG FAM 1S FLOW TO CB1 2S FLOW TO CB2 3S FLOW TO CB3 4S FLOW TO CB4 CB1CB CB-1 CB2 CB CB-2 CB3 CB CB-3 CB4CB CB-4 DMH1 CB DMH1 DMH2 CB DMH2 DMH3 DMH3 POI 1 PROPOSED Routing Diagram for POST - Mother's Park Prepared by Stantec Consulting Services, Inc, Printed 3/14/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr Type III 24-hr Default 24.00 1 3.32 2 2 10-yr Type III 24-hr Default 24.00 1 4.89 2 3 25-yr Type III 24-hr Default 24.00 1 6.10 2 4 100-yr Type III 24-hr Default 24.00 1 8.55 2 POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.111 39 >75% Grass cover, Good, HSG A (2S, 3S) 0.017 98 Bit. Conc/Sidewalk, HSG A (1S) 0.014 98 HMA Conc/Sidewalk, HSG A (1S) 0.033 98 HMA Sidewalk, HSG A (3S, 4S) 0.298 98 Paved roads w/curbs & sewers, HSG A (1S, 2S, 3S, 4S) 0.042 96 Roof, HSG A (2S) 0.348 30 Woods, Good, HSG A (2S, 3S) 0.863 63 TOTAL AREA POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.863 HSG A 1S, 2S, 3S, 4S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.863 TOTAL AREA POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 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 Subcatchmen Numbers 0.111 0.000 0.000 0.000 0.000 0.111 >75% Grass cover, Good 0.017 0.000 0.000 0.000 0.000 0.017 Bit. Conc/Sidewalk 0.014 0.000 0.000 0.000 0.000 0.014 HMA Conc/Sidewalk 0.033 0.000 0.000 0.000 0.000 0.033 HMA Sidewalk 0.298 0.000 0.000 0.000 0.000 0.298 Paved roads w/curbs & sewers 0.042 0.000 0.000 0.000 0.000 0.042 Roof 0.348 0.000 0.000 0.000 0.000 0.348 Woods, Good 0.863 0.000 0.000 0.000 0.000 0.863 TOTAL AREA POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 CB1 29.60 28.90 16.0 0.0438 0.012 0.0 12.0 0.0 2 CB2 28.88 28.65 23.0 0.0100 0.012 0.0 12.0 0.0 3 CB3 25.87 25.78 12.0 0.0075 0.012 0.0 12.0 0.0 4 CB4 25.85 25.78 7.0 0.0100 0.012 0.0 12.0 0.0 5 DMH1 28.50 25.80 175.0 0.0154 0.012 0.0 12.0 0.0 6 DMH2 25.68 25.48 37.0 0.0054 0.012 0.0 12.0 0.0 Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3,966 sf 100.00% Impervious Runoff Depth=3.09"Subcatchment 1S: FLOW TO CB1 Tc=6.0 min CN=98 Runoff=0.29 cfs 0.023 af Runoff Area=23,779 sf 13.18% Impervious Runoff Depth=0.07"Subcatchment 2S: FLOW TO CB2 Tc=12.0 min CN=46 Runoff=0.01 cfs 0.003 af Runoff Area=6,496 sf 81.77% Impervious Runoff Depth=1.94"Subcatchment 3S: FLOW TO CB3 Tc=6.0 min CN=86 Runoff=0.34 cfs 0.024 af Runoff Area=3,366 sf 100.00% Impervious Runoff Depth=3.09"Subcatchment 4S: FLOW TO CB4 Tc=6.0 min CN=98 Runoff=0.25 cfs 0.020 af Peak Elev=29.90' Inflow=0.29 cfs 0.023 afPond CB1: CB-1 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' Outflow=0.29 cfs 0.023 af Peak Elev=28.92' Inflow=0.01 cfs 0.003 afPond CB2: CB-2 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' Outflow=0.01 cfs 0.003 af Peak Elev=26.33' Inflow=0.34 cfs 0.024 afPond CB3: CB-3 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' Outflow=0.34 cfs 0.024 af Peak Elev=26.30' Inflow=0.25 cfs 0.020 afPond CB4: CB-4 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' Outflow=0.25 cfs 0.020 af Peak Elev=28.80' Inflow=0.29 cfs 0.027 afPond DMH1: DMH1 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' Outflow=0.29 cfs 0.027 af Peak Elev=26.26' Inflow=0.88 cfs 0.071 afPond DMH2: DMH2 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' Outflow=0.88 cfs 0.071 af Peak Elev=24.97' Storage=433 cf Inflow=0.88 cfs 0.071 afPond DMH3: DMH3 Discarded=0.29 cfs 0.071 af Primary=0.00 cfs 0.000 af Outflow=0.29 cfs 0.071 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.863 ac Runoff Volume = 0.071 af Average Runoff Depth = 0.98" 58.05% Pervious = 0.501 ac 41.95% Impervious = 0.362 ac Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: FLOW TO CB1 Runoff = 0.29 cfs @ 12.08 hrs, Volume= 0.023 af, Depth= 3.09" Routed to Pond CB1 : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description 2,624 98 Paved roads w/curbs & sewers, HSG A * 607 98 HMA Conc/Sidewalk, HSG A * 735 98 Bit. Conc/Sidewalk, HSG A 3,966 98 Weighted Average 3,966 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: FLOW TO CB1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.32" Runoff Area=3,966 sf Runoff Volume=0.023 af Runoff Depth=3.09" Tc=6.0 min CN=98 0.29 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: FLOW TO CB2 Runoff = 0.01 cfs @ 14.92 hrs, Volume= 0.003 af, Depth= 0.07" Routed to Pond CB2 : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description * 1,834 96 Roof, HSG A 3,134 98 Paved roads w/curbs & sewers, HSG A 4,418 39 >75% Grass cover, Good, HSG A 14,393 30 Woods, Good, HSG A 23,779 46 Weighted Average 20,645 86.82% Pervious Area 3,134 13.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: FLOW TO CB2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2-yr Rainfall=3.32" Runoff Area=23,779 sf Runoff Volume=0.003 af Runoff Depth=0.07" Tc=12.0 min CN=46 0.01 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: FLOW TO CB3 Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.024 af, Depth= 1.94" Routed to Pond CB3 : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description 3,943 98 Paved roads w/curbs & sewers, HSG A * 1,369 98 HMA Sidewalk, HSG A 431 39 >75% Grass cover, Good, HSG A 753 30 Woods, Good, HSG A 6,496 86 Weighted Average 1,184 18.23% Pervious Area 5,312 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: FLOW TO CB3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.32" Runoff Area=6,496 sf Runoff Volume=0.024 af Runoff Depth=1.94" Tc=6.0 min CN=86 0.34 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: FLOW TO CB4 Runoff = 0.25 cfs @ 12.08 hrs, Volume= 0.020 af, Depth= 3.09" Routed to Pond CB4 : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.32" Area (sf) CN Description 3,277 98 Paved roads w/curbs & sewers, HSG A * 89 98 HMA Sidewalk, HSG A 3,366 98 Weighted Average 3,366 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: FLOW TO CB4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.32" Runoff Area=3,366 sf Runoff Volume=0.020 af Runoff Depth=3.09" Tc=6.0 min CN=98 0.25 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: CB-1 Inflow Area = 0.091 ac,100.00% Impervious, Inflow Depth = 3.09" for 2-yr event Inflow = 0.29 cfs @ 12.08 hrs, Volume= 0.023 af Outflow = 0.29 cfs @ 12.08 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.08 hrs, Volume= 0.023 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.90' @ 12.08 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 29.60'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 29.60' / 28.90' S= 0.0438 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.29 cfs @ 12.08 hrs HW=29.90' TW=28.80' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.29 cfs @ 1.47 fps) Pond CB1: CB-1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.091 ac Peak Elev=29.90' 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' 0.29 cfs0.29 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: CB-2 Inflow Area = 0.546 ac, 13.18% Impervious, Inflow Depth = 0.07" for 2-yr event Inflow = 0.01 cfs @ 14.92 hrs, Volume= 0.003 af Outflow = 0.01 cfs @ 14.92 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 14.92 hrs, Volume= 0.003 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 28.92' @ 14.92 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 28.88'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.88' / 28.65' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.01 cfs @ 14.92 hrs HW=28.92' TW=28.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.01 cfs @ 0.53 fps) Pond CB2: CB-2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.546 ac Peak Elev=28.92' 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' 0.01 cfs0.01 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: CB-3 Inflow Area = 0.149 ac, 81.77% Impervious, Inflow Depth = 1.94" for 2-yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 0.024 af Outflow = 0.34 cfs @ 12.09 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 12.09 hrs, Volume= 0.024 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.33' @ 12.09 hrs Flood Elev= 28.45' Device Routing Invert Outlet Devices #1 Primary 25.87'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.87' / 25.78' S= 0.0075 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 12.09 hrs HW=26.33' TW=26.26' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.34 cfs @ 1.40 fps) Pond CB3: CB-3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.149 ac Peak Elev=26.33' 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' 0.34 cfs0.34 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: CB-4 Inflow Area = 0.077 ac,100.00% Impervious, Inflow Depth = 3.09" for 2-yr event Inflow = 0.25 cfs @ 12.08 hrs, Volume= 0.020 af Outflow = 0.25 cfs @ 12.08 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 12.08 hrs, Volume= 0.020 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.30' @ 12.09 hrs Flood Elev= 28.46' Device Routing Invert Outlet Devices #1 Primary 25.85'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.85' / 25.78' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.24 cfs @ 12.08 hrs HW=26.29' TW=26.26' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.24 cfs @ 1.04 fps) Pond CB4: CB-4 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.077 ac Peak Elev=26.30' 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' 0.25 cfs0.25 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 Inflow Area = 0.637 ac, 25.59% Impervious, Inflow Depth = 0.51" for 2-yr event Inflow = 0.29 cfs @ 12.08 hrs, Volume= 0.027 af Outflow = 0.29 cfs @ 12.08 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.08 hrs, Volume= 0.027 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 28.80' @ 12.08 hrs Flood Elev= 32.52' Device Routing Invert Outlet Devices #1 Primary 28.50'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.50' / 25.80' S= 0.0154 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.29 cfs @ 12.08 hrs HW=28.80' TW=26.26' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.29 cfs @ 1.47 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.637 ac Peak Elev=28.80' 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' 0.29 cfs0.29 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.98" for 2-yr event Inflow = 0.88 cfs @ 12.09 hrs, Volume= 0.071 af Outflow = 0.88 cfs @ 12.09 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Primary = 0.88 cfs @ 12.09 hrs, Volume= 0.071 af Routed to Pond DMH3 : DMH3 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.26' @ 12.09 hrs Flood Elev= 28.58' Device Routing Invert Outlet Devices #1 Primary 25.68'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.68' / 25.48' S= 0.0054 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.88 cfs @ 12.09 hrs HW=26.26' TW=24.66' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.88 cfs @ 2.71 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.863 ac Peak Elev=26.26' 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' 0.88 cfs0.88 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 18HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.98" for 2-yr event Inflow = 0.88 cfs @ 12.09 hrs, Volume= 0.071 af Outflow = 0.29 cfs @ 12.38 hrs, Volume= 0.071 af, Atten= 67%, Lag= 17.8 min Discarded = 0.29 cfs @ 12.38 hrs, Volume= 0.071 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 24.97' @ 12.38 hrs Surf.Area= 1,404 sf Storage= 433 cf Flood Elev= 28.95' Surf.Area= 2,404 sf Storage= 2,226 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.2 min ( 799.0 - 792.8 ) Volume Invert Avail.Storage Storage Description #1A 24.30' 1,224 cf 26.00'W x 54.00'L x 3.00'H Field A 4,212 cf Overall - 1,152 cf Embedded = 3,060 cf x 40.0% Voids #2A 24.80' 772 cf Shea Leaching Chamber 4x8x1.5 x 24 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 24 Chambers in 4 Rows #3 27.30' 45 cf 2.00'D x 1.20'H Vertical Cone/Cylinder x 12 -Impervious #4 28.45' 185 cf Custom Stage Data (Conic) Listed below (Recalc) 2,226 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 28.45 10 0 0 10 28.95 1,000 185 185 1,000 Device Routing Invert Outlet Devices #1 Discarded 24.30'8.270 in/hr Exfiltration over Wetted area #2 Primary 28.45'2.0" x 2.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.29 cfs @ 12.38 hrs HW=24.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.30' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 19HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond DMH3: DMH3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.863 ac Peak Elev=24.97' Storage=433 cf 0.88 cfs 0.29 cfs0.29 cfs 0.00 cfs Type III 24-hr 2-yr Rainfall=3.32"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 20HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.00" for 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= 0.00-36.00 hrs, dt= 0.01 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.863 ac 0.00 cfs0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 21HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3,966 sf 100.00% Impervious Runoff Depth=4.65"Subcatchment 1S: FLOW TO CB1 Tc=6.0 min CN=98 Runoff=0.44 cfs 0.035 af Runoff Area=23,779 sf 13.18% Impervious Runoff Depth=0.45"Subcatchment 2S: FLOW TO CB2 Tc=12.0 min CN=46 Runoff=0.11 cfs 0.021 af Runoff Area=6,496 sf 81.77% Impervious Runoff Depth=3.36"Subcatchment 3S: FLOW TO CB3 Tc=6.0 min CN=86 Runoff=0.58 cfs 0.042 af Runoff Area=3,366 sf 100.00% Impervious Runoff Depth=4.65"Subcatchment 4S: FLOW TO CB4 Tc=6.0 min CN=98 Runoff=0.37 cfs 0.030 af Peak Elev=29.97' Inflow=0.44 cfs 0.035 afPond CB1: CB-1 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' Outflow=0.44 cfs 0.035 af Peak Elev=29.06' Inflow=0.11 cfs 0.021 afPond CB2: CB-2 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' Outflow=0.11 cfs 0.021 af Peak Elev=26.52' Inflow=0.58 cfs 0.042 afPond CB3: CB-3 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' Outflow=0.58 cfs 0.042 af Peak Elev=26.48' Inflow=0.37 cfs 0.030 afPond CB4: CB-4 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' Outflow=0.37 cfs 0.030 af Peak Elev=28.88' Inflow=0.44 cfs 0.056 afPond DMH1: DMH1 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' Outflow=0.44 cfs 0.056 af Peak Elev=26.44' Inflow=1.39 cfs 0.128 afPond DMH2: DMH2 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' Outflow=1.39 cfs 0.128 af Peak Elev=25.81' Storage=1,173 cf Inflow=1.39 cfs 0.128 afPond DMH3: DMH3 Discarded=0.31 cfs 0.128 af Primary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.128 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.863 ac Runoff Volume = 0.128 af Average Runoff Depth = 1.77" 58.05% Pervious = 0.501 ac 41.95% Impervious = 0.362 ac Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 22HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: FLOW TO CB1 Runoff = 0.44 cfs @ 12.08 hrs, Volume= 0.035 af, Depth= 4.65" Routed to Pond CB1 : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 2,624 98 Paved roads w/curbs & sewers, HSG A * 607 98 HMA Conc/Sidewalk, HSG A * 735 98 Bit. Conc/Sidewalk, HSG A 3,966 98 Weighted Average 3,966 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: FLOW TO CB1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=3,966 sf Runoff Volume=0.035 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.44 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 23HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: FLOW TO CB2 Runoff = 0.11 cfs @ 12.39 hrs, Volume= 0.021 af, Depth= 0.45" Routed to Pond CB2 : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description * 1,834 96 Roof, HSG A 3,134 98 Paved roads w/curbs & sewers, HSG A 4,418 39 >75% Grass cover, Good, HSG A 14,393 30 Woods, Good, HSG A 23,779 46 Weighted Average 20,645 86.82% Pervious Area 3,134 13.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: FLOW TO CB2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=23,779 sf Runoff Volume=0.021 af Runoff Depth=0.45" Tc=12.0 min CN=46 0.11 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 24HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: FLOW TO CB3 Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Depth= 3.36" Routed to Pond CB3 : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 3,943 98 Paved roads w/curbs & sewers, HSG A * 1,369 98 HMA Sidewalk, HSG A 431 39 >75% Grass cover, Good, HSG A 753 30 Woods, Good, HSG A 6,496 86 Weighted Average 1,184 18.23% Pervious Area 5,312 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: FLOW TO CB3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=6,496 sf Runoff Volume=0.042 af Runoff Depth=3.36" Tc=6.0 min CN=86 0.58 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 25HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: FLOW TO CB4 Runoff = 0.37 cfs @ 12.08 hrs, Volume= 0.030 af, Depth= 4.65" Routed to Pond CB4 : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.89" Area (sf) CN Description 3,277 98 Paved roads w/curbs & sewers, HSG A * 89 98 HMA Sidewalk, HSG A 3,366 98 Weighted Average 3,366 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: FLOW TO CB4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=3,366 sf Runoff Volume=0.030 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.37 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 26HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: CB-1 Inflow Area = 0.091 ac,100.00% Impervious, Inflow Depth = 4.65" for 10-yr event Inflow = 0.44 cfs @ 12.08 hrs, Volume= 0.035 af Outflow = 0.44 cfs @ 12.08 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.08 hrs, Volume= 0.035 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.97' @ 12.08 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 29.60'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 29.60' / 28.90' S= 0.0438 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.43 cfs @ 12.08 hrs HW=29.97' TW=28.88' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.43 cfs @ 1.64 fps) Pond CB1: CB-1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.091 ac Peak Elev=29.97' 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' 0.44 cfs0.44 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 27HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: CB-2 Inflow Area = 0.546 ac, 13.18% Impervious, Inflow Depth = 0.45" for 10-yr event Inflow = 0.11 cfs @ 12.39 hrs, Volume= 0.021 af Outflow = 0.11 cfs @ 12.39 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 12.39 hrs, Volume= 0.021 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.06' @ 12.39 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 28.88'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.88' / 28.65' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.11 cfs @ 12.39 hrs HW=29.06' TW=28.77' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.11 cfs @ 1.14 fps) Pond CB2: CB-2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.546 ac Peak Elev=29.06' 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' 0.11 cfs0.11 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 28HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: CB-3 Inflow Area = 0.149 ac, 81.77% Impervious, Inflow Depth = 3.36" for 10-yr event Inflow = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af Outflow = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.09 hrs, Volume= 0.042 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.52' @ 12.09 hrs Flood Elev= 28.45' Device Routing Invert Outlet Devices #1 Primary 25.87'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.87' / 25.78' S= 0.0075 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.09 hrs HW=26.52' TW=26.44' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.57 cfs @ 1.50 fps) Pond CB3: CB-3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.149 ac Peak Elev=26.52' 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' 0.58 cfs0.58 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 29HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: CB-4 Inflow Area = 0.077 ac,100.00% Impervious, Inflow Depth = 4.65" for 10-yr event Inflow = 0.37 cfs @ 12.08 hrs, Volume= 0.030 af Outflow = 0.37 cfs @ 12.08 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary = 0.37 cfs @ 12.08 hrs, Volume= 0.030 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.48' @ 12.09 hrs Flood Elev= 28.46' Device Routing Invert Outlet Devices #1 Primary 25.85'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.85' / 25.78' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 12.08 hrs HW=26.47' TW=26.44' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.34 cfs @ 0.66 fps) Pond CB4: CB-4 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.077 ac Peak Elev=26.48' 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' 0.37 cfs0.37 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 30HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 Inflow Area = 0.637 ac, 25.59% Impervious, Inflow Depth = 1.05" for 10-yr event Inflow = 0.44 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 0.44 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.09 hrs, Volume= 0.056 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 28.88' @ 12.09 hrs Flood Elev= 32.52' Device Routing Invert Outlet Devices #1 Primary 28.50'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.50' / 25.80' S= 0.0154 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.09 hrs HW=28.88' TW=26.44' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.44 cfs @ 1.65 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.637 ac Peak Elev=28.88' 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' 0.44 cfs0.44 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 31HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 1.77" for 10-yr event Inflow = 1.39 cfs @ 12.09 hrs, Volume= 0.128 af Outflow = 1.39 cfs @ 12.09 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 1.39 cfs @ 12.09 hrs, Volume= 0.128 af Routed to Pond DMH3 : DMH3 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 26.44' @ 12.09 hrs Flood Elev= 28.58' Device Routing Invert Outlet Devices #1 Primary 25.68'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.68' / 25.48' S= 0.0054 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.39 cfs @ 12.09 hrs HW=26.44' TW=25.05' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.39 cfs @ 3.00 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.863 ac Peak Elev=26.44' 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' 1.39 cfs1.39 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 32HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 1.77" for 10-yr event Inflow = 1.39 cfs @ 12.09 hrs, Volume= 0.128 af Outflow = 0.31 cfs @ 12.55 hrs, Volume= 0.128 af, Atten= 77%, Lag= 28.1 min Discarded = 0.31 cfs @ 12.55 hrs, Volume= 0.128 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 25.81' @ 12.55 hrs Surf.Area= 1,404 sf Storage= 1,173 cf Flood Elev= 28.95' Surf.Area= 2,404 sf Storage= 2,226 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 20.0 min ( 819.3 - 799.3 ) Volume Invert Avail.Storage Storage Description #1A 24.30' 1,224 cf 26.00'W x 54.00'L x 3.00'H Field A 4,212 cf Overall - 1,152 cf Embedded = 3,060 cf x 40.0% Voids #2A 24.80' 772 cf Shea Leaching Chamber 4x8x1.5 x 24 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 24 Chambers in 4 Rows #3 27.30' 45 cf 2.00'D x 1.20'H Vertical Cone/Cylinder x 12 -Impervious #4 28.45' 185 cf Custom Stage Data (Conic) Listed below (Recalc) 2,226 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 28.45 10 0 0 10 28.95 1,000 185 185 1,000 Device Routing Invert Outlet Devices #1 Discarded 24.30'8.270 in/hr Exfiltration over Wetted area #2 Primary 28.45'2.0" x 2.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.31 cfs @ 12.55 hrs HW=25.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.30' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 33HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond DMH3: DMH3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.863 ac Peak Elev=25.81' Storage=1,173 cf 1.39 cfs 0.31 cfs0.31 cfs 0.00 cfs Type III 24-hr 10-yr Rainfall=4.89"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 34HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.00" for 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= 0.00-36.00 hrs, dt= 0.01 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.863 ac 0.00 cfs0.00 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 35HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3,966 sf 100.00% Impervious Runoff Depth=5.86"Subcatchment 1S: FLOW TO CB1 Tc=6.0 min CN=98 Runoff=0.54 cfs 0.044 af Runoff Area=23,779 sf 13.18% Impervious Runoff Depth=0.91"Subcatchment 2S: FLOW TO CB2 Tc=12.0 min CN=46 Runoff=0.31 cfs 0.041 af Runoff Area=6,496 sf 81.77% Impervious Runoff Depth=4.50"Subcatchment 3S: FLOW TO CB3 Tc=6.0 min CN=86 Runoff=0.77 cfs 0.056 af Runoff Area=3,366 sf 100.00% Impervious Runoff Depth=5.86"Subcatchment 4S: FLOW TO CB4 Tc=6.0 min CN=98 Runoff=0.46 cfs 0.038 af Peak Elev=30.02' Inflow=0.54 cfs 0.044 afPond CB1: CB-1 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' Outflow=0.54 cfs 0.044 af Peak Elev=29.20' Inflow=0.31 cfs 0.041 afPond CB2: CB-2 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' Outflow=0.31 cfs 0.041 af Peak Elev=27.55' Inflow=0.77 cfs 0.056 afPond CB3: CB-3 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' Outflow=0.77 cfs 0.056 af Peak Elev=27.55' Inflow=0.46 cfs 0.038 afPond CB4: CB-4 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' Outflow=0.46 cfs 0.038 af Peak Elev=28.99' Inflow=0.71 cfs 0.086 afPond DMH1: DMH1 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' Outflow=0.71 cfs 0.086 af Peak Elev=27.55' Inflow=1.92 cfs 0.180 afPond DMH2: DMH2 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' Outflow=1.92 cfs 0.180 af Peak Elev=27.53' Storage=2,005 cf Inflow=1.92 cfs 0.180 afPond DMH3: DMH3 Discarded=0.36 cfs 0.180 af Primary=0.00 cfs 0.000 af Outflow=0.36 cfs 0.180 af Inflow=0.00 cfs 0.000 afLink POI 1: PROPOSED Primary=0.00 cfs 0.000 af Total Runoff Area = 0.863 ac Runoff Volume = 0.180 af Average Runoff Depth = 2.50" 58.05% Pervious = 0.501 ac 41.95% Impervious = 0.362 ac Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 36HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: FLOW TO CB1 Runoff = 0.54 cfs @ 12.08 hrs, Volume= 0.044 af, Depth= 5.86" Routed to Pond CB1 : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description 2,624 98 Paved roads w/curbs & sewers, HSG A * 607 98 HMA Conc/Sidewalk, HSG A * 735 98 Bit. Conc/Sidewalk, HSG A 3,966 98 Weighted Average 3,966 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: FLOW TO CB1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=3,966 sf Runoff Volume=0.044 af Runoff Depth=5.86" Tc=6.0 min CN=98 0.54 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 37HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: FLOW TO CB2 Runoff = 0.31 cfs @ 12.22 hrs, Volume= 0.041 af, Depth= 0.91" Routed to Pond CB2 : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description * 1,834 96 Roof, HSG A 3,134 98 Paved roads w/curbs & sewers, HSG A 4,418 39 >75% Grass cover, Good, HSG A 14,393 30 Woods, Good, HSG A 23,779 46 Weighted Average 20,645 86.82% Pervious Area 3,134 13.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: FLOW TO CB2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=23,779 sf Runoff Volume=0.041 af Runoff Depth=0.91" Tc=12.0 min CN=46 0.31 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 38HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: FLOW TO CB3 Runoff = 0.77 cfs @ 12.09 hrs, Volume= 0.056 af, Depth= 4.50" Routed to Pond CB3 : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description 3,943 98 Paved roads w/curbs & sewers, HSG A * 1,369 98 HMA Sidewalk, HSG A 431 39 >75% Grass cover, Good, HSG A 753 30 Woods, Good, HSG A 6,496 86 Weighted Average 1,184 18.23% Pervious Area 5,312 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: FLOW TO CB3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=6,496 sf Runoff Volume=0.056 af Runoff Depth=4.50" Tc=6.0 min CN=86 0.77 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 39HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: FLOW TO CB4 Runoff = 0.46 cfs @ 12.08 hrs, Volume= 0.038 af, Depth= 5.86" Routed to Pond CB4 : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.10" Area (sf) CN Description 3,277 98 Paved roads w/curbs & sewers, HSG A * 89 98 HMA Sidewalk, HSG A 3,366 98 Weighted Average 3,366 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: FLOW TO CB4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.10" Runoff Area=3,366 sf Runoff Volume=0.038 af Runoff Depth=5.86" Tc=6.0 min CN=98 0.46 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 40HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: CB-1 Inflow Area = 0.091 ac,100.00% Impervious, Inflow Depth = 5.86" for 25-yr event Inflow = 0.54 cfs @ 12.08 hrs, Volume= 0.044 af Outflow = 0.54 cfs @ 12.08 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.08 hrs, Volume= 0.044 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 30.02' @ 12.08 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 29.60'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 29.60' / 28.90' S= 0.0438 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.54 cfs @ 12.08 hrs HW=30.02' TW=28.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.54 cfs @ 1.74 fps) Pond CB1: CB-1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.091 ac Peak Elev=30.02' 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' 0.54 cfs0.54 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 41HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: CB-2 Inflow Area = 0.546 ac, 13.18% Impervious, Inflow Depth = 0.91" for 25-yr event Inflow = 0.31 cfs @ 12.22 hrs, Volume= 0.041 af Outflow = 0.31 cfs @ 12.22 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 12.22 hrs, Volume= 0.041 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.20' @ 12.20 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 28.88'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.88' / 28.65' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.32 cfs @ 12.22 hrs HW=29.19' TW=28.94' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.32 cfs @ 1.50 fps) Pond CB2: CB-2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.546 ac Peak Elev=29.20' 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' 0.31 cfs0.31 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 42HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: CB-3 Inflow Area = 0.149 ac, 81.77% Impervious, Inflow Depth = 4.50" for 25-yr event Inflow = 0.77 cfs @ 12.09 hrs, Volume= 0.056 af Outflow = 0.77 cfs @ 12.09 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.09 hrs, Volume= 0.056 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 27.55' @ 12.66 hrs Flood Elev= 28.45' Device Routing Invert Outlet Devices #1 Primary 25.87'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.87' / 25.78' S= 0.0075 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.72 cfs @ 12.09 hrs HW=26.69' TW=26.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.72 cfs @ 1.04 fps) Pond CB3: CB-3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.149 ac Peak Elev=27.55' 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' 0.77 cfs0.77 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 43HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: CB-4 Inflow Area = 0.077 ac,100.00% Impervious, Inflow Depth = 5.86" for 25-yr event Inflow = 0.46 cfs @ 12.08 hrs, Volume= 0.038 af Outflow = 0.46 cfs @ 12.08 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.08 hrs, Volume= 0.038 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 27.55' @ 12.66 hrs Flood Elev= 28.46' Device Routing Invert Outlet Devices #1 Primary 25.85'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.85' / 25.78' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.37 cfs @ 12.08 hrs HW=26.64' TW=26.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.37 cfs @ 0.55 fps) Pond CB4: CB-4 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.077 ac Peak Elev=27.55' 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' 0.46 cfs0.46 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 44HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 Inflow Area = 0.637 ac, 25.59% Impervious, Inflow Depth = 1.62" for 25-yr event Inflow = 0.71 cfs @ 12.11 hrs, Volume= 0.086 af Outflow = 0.71 cfs @ 12.11 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs @ 12.11 hrs, Volume= 0.086 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 28.99' @ 12.11 hrs Flood Elev= 32.52' Device Routing Invert Outlet Devices #1 Primary 28.50'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.50' / 25.80' S= 0.0154 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 12.11 hrs HW=28.98' TW=26.60' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.71 cfs @ 1.87 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.637 ac Peak Elev=28.99' 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' 0.71 cfs0.71 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 45HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 2.50" for 25-yr event Inflow = 1.92 cfs @ 12.09 hrs, Volume= 0.180 af Outflow = 1.92 cfs @ 12.09 hrs, Volume= 0.180 af, Atten= 0%, Lag= 0.0 min Primary = 1.92 cfs @ 12.09 hrs, Volume= 0.180 af Routed to Pond DMH3 : DMH3 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 27.55' @ 12.65 hrs Flood Elev= 28.58' Device Routing Invert Outlet Devices #1 Primary 25.68'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.68' / 25.48' S= 0.0054 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.92 cfs @ 12.09 hrs HW=26.62' TW=25.41' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.92 cfs @ 3.23 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.863 ac Peak Elev=27.55' 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' 1.92 cfs1.92 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 46HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 2.50" for 25-yr event Inflow = 1.92 cfs @ 12.09 hrs, Volume= 0.180 af Outflow = 0.36 cfs @ 12.58 hrs, Volume= 0.180 af, Atten= 81%, Lag= 29.3 min Discarded = 0.36 cfs @ 12.58 hrs, Volume= 0.180 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link POI 1 : PROPOSED Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 27.53' @ 12.65 hrs Surf.Area= 1,404 sf Storage= 2,005 cf Flood Elev= 28.95' Surf.Area= 2,404 sf Storage= 2,226 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 37.1 min ( 837.6 - 800.5 ) Volume Invert Avail.Storage Storage Description #1A 24.30' 1,224 cf 26.00'W x 54.00'L x 3.00'H Field A 4,212 cf Overall - 1,152 cf Embedded = 3,060 cf x 40.0% Voids #2A 24.80' 772 cf Shea Leaching Chamber 4x8x1.5 x 24 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 24 Chambers in 4 Rows #3 27.30' 45 cf 2.00'D x 1.20'H Vertical Cone/Cylinder x 12 -Impervious #4 28.45' 185 cf Custom Stage Data (Conic) Listed below (Recalc) 2,226 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 28.45 10 0 0 10 28.95 1,000 185 185 1,000 Device Routing Invert Outlet Devices #1 Discarded 24.30'8.270 in/hr Exfiltration over Wetted area #2 Primary 28.45'2.0" x 2.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.36 cfs @ 12.58 hrs HW=27.33' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.30' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 47HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond DMH3: DMH3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.863 ac Peak Elev=27.53' Storage=2,005 cf 1.92 cfs 0.36 cfs0.36 cfs 0.00 cfs Type III 24-hr 25-yr Rainfall=6.10"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 48HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.00" for 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= 0.00-36.00 hrs, dt= 0.01 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.863 ac 0.00 cfs0.00 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 49HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3,966 sf 100.00% Impervious Runoff Depth=8.31"Subcatchment 1S: FLOW TO CB1 Tc=6.0 min CN=98 Runoff=0.76 cfs 0.063 af Runoff Area=23,779 sf 13.18% Impervious Runoff Depth=2.14"Subcatchment 2S: FLOW TO CB2 Tc=12.0 min CN=46 Runoff=0.99 cfs 0.098 af Runoff Area=6,496 sf 81.77% Impervious Runoff Depth=6.87"Subcatchment 3S: FLOW TO CB3 Tc=6.0 min CN=86 Runoff=1.15 cfs 0.085 af Runoff Area=3,366 sf 100.00% Impervious Runoff Depth=8.31"Subcatchment 4S: FLOW TO CB4 Tc=6.0 min CN=98 Runoff=0.65 cfs 0.054 af Peak Elev=30.11' Inflow=0.76 cfs 0.063 afPond CB1: CB-1 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' Outflow=0.76 cfs 0.063 af Peak Elev=30.05' Inflow=0.99 cfs 0.098 afPond CB2: CB-2 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' Outflow=0.99 cfs 0.098 af Peak Elev=29.64' Inflow=1.15 cfs 0.085 afPond CB3: CB-3 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' Outflow=1.15 cfs 0.085 af Peak Elev=29.58' Inflow=0.65 cfs 0.054 afPond CB4: CB-4 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' Outflow=0.65 cfs 0.054 af Peak Elev=29.94' Inflow=1.53 cfs 0.161 afPond DMH1: DMH1 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' Outflow=1.53 cfs 0.161 af Peak Elev=29.56' Inflow=3.24 cfs 0.299 afPond DMH2: DMH2 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' Outflow=3.24 cfs 0.299 af Peak Elev=28.61' Storage=2,052 cf Inflow=3.24 cfs 0.299 afPond DMH3: DMH3 Discarded=0.39 cfs 0.244 af Primary=3.91 cfs 0.055 af Outflow=4.30 cfs 0.299 af Inflow=3.91 cfs 0.055 afLink POI 1: PROPOSED Primary=3.91 cfs 0.055 af Total Runoff Area = 0.863 ac Runoff Volume = 0.299 af Average Runoff Depth = 4.16" 58.05% Pervious = 0.501 ac 41.95% Impervious = 0.362 ac Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 50HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: FLOW TO CB1 Runoff = 0.76 cfs @ 12.08 hrs, Volume= 0.063 af, Depth= 8.31" Routed to Pond CB1 : CB-1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description 2,624 98 Paved roads w/curbs & sewers, HSG A * 607 98 HMA Conc/Sidewalk, HSG A * 735 98 Bit. Conc/Sidewalk, HSG A 3,966 98 Weighted Average 3,966 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: FLOW TO CB1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=3,966 sf Runoff Volume=0.063 af Runoff Depth=8.31" Tc=6.0 min CN=98 0.76 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 51HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: FLOW TO CB2 Runoff = 0.99 cfs @ 12.18 hrs, Volume= 0.098 af, Depth= 2.14" Routed to Pond CB2 : CB-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description * 1,834 96 Roof, HSG A 3,134 98 Paved roads w/curbs & sewers, HSG A 4,418 39 >75% Grass cover, Good, HSG A 14,393 30 Woods, Good, HSG A 23,779 46 Weighted Average 20,645 86.82% Pervious Area 3,134 13.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: FLOW TO CB2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=23,779 sf Runoff Volume=0.098 af Runoff Depth=2.14" Tc=12.0 min CN=46 0.99 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 52HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: FLOW TO CB3 Runoff = 1.15 cfs @ 12.08 hrs, Volume= 0.085 af, Depth= 6.87" Routed to Pond CB3 : CB-3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description 3,943 98 Paved roads w/curbs & sewers, HSG A * 1,369 98 HMA Sidewalk, HSG A 431 39 >75% Grass cover, Good, HSG A 753 30 Woods, Good, HSG A 6,496 86 Weighted Average 1,184 18.23% Pervious Area 5,312 81.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: FLOW TO CB3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=6,496 sf Runoff Volume=0.085 af Runoff Depth=6.87" Tc=6.0 min CN=86 1.15 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 53HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: FLOW TO CB4 Runoff = 0.65 cfs @ 12.08 hrs, Volume= 0.054 af, Depth= 8.31" Routed to Pond CB4 : CB-4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.55" Area (sf) CN Description 3,277 98 Paved roads w/curbs & sewers, HSG A * 89 98 HMA Sidewalk, HSG A 3,366 98 Weighted Average 3,366 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: FLOW TO CB4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=8.55" Runoff Area=3,366 sf Runoff Volume=0.054 af Runoff Depth=8.31" Tc=6.0 min CN=98 0.65 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 54HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB1: CB-1 Inflow Area = 0.091 ac,100.00% Impervious, Inflow Depth = 8.31" for 100-yr event Inflow = 0.76 cfs @ 12.08 hrs, Volume= 0.063 af Outflow = 0.76 cfs @ 12.08 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.08 hrs, Volume= 0.063 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 30.11' @ 12.08 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 29.60'12.0" Round Culvert L= 16.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 29.60' / 28.90' S= 0.0438 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.76 cfs @ 12.08 hrs HW=30.11' TW=29.23' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.76 cfs @ 1.91 fps) Pond CB1: CB-1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.091 ac Peak Elev=30.11' 12.0" Round Culvert n=0.012 L=16.0' S=0.0438 '/' 0.76 cfs0.76 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 55HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB2: CB-2 Inflow Area = 0.546 ac, 13.18% Impervious, Inflow Depth = 2.14" for 100-yr event Inflow = 0.99 cfs @ 12.18 hrs, Volume= 0.098 af Outflow = 0.99 cfs @ 12.18 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary = 0.99 cfs @ 12.18 hrs, Volume= 0.098 af Routed to Pond DMH1 : DMH1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 30.05' @ 12.17 hrs Flood Elev= 33.43' Device Routing Invert Outlet Devices #1 Primary 28.88'12.0" Round Culvert L= 23.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.88' / 28.65' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.18 hrs HW=29.82' TW=29.65' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.19 cfs @ 1.55 fps) Pond CB2: CB-2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.546 ac Peak Elev=30.05' 12.0" Round Culvert n=0.012 L=23.0' S=0.0100 '/' 0.99 cfs0.99 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 56HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB3: CB-3 Inflow Area = 0.149 ac, 81.77% Impervious, Inflow Depth = 6.87" for 100-yr event Inflow = 1.15 cfs @ 12.08 hrs, Volume= 0.085 af Outflow = 1.15 cfs @ 12.08 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 1.15 cfs @ 12.08 hrs, Volume= 0.085 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.64' @ 12.16 hrs Flood Elev= 28.45' Device Routing Invert Outlet Devices #1 Primary 25.87'12.0" Round Culvert L= 12.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.87' / 25.78' S= 0.0075 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=27.49' TW=27.55' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB3: CB-3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.149 ac Peak Elev=29.64' 12.0" Round Culvert n=0.012 L=12.0' S=0.0075 '/' 1.15 cfs1.15 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 57HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond CB4: CB-4 Inflow Area = 0.077 ac,100.00% Impervious, Inflow Depth = 8.31" for 100-yr event Inflow = 0.65 cfs @ 12.08 hrs, Volume= 0.054 af Outflow = 0.65 cfs @ 12.08 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.08 hrs, Volume= 0.054 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.58' @ 12.16 hrs Flood Elev= 28.46' Device Routing Invert Outlet Devices #1 Primary 25.85'12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.85' / 25.78' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 12.08 hrs HW=27.36' TW=27.52' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Pond CB4: CB-4 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.077 ac Peak Elev=29.58' 12.0" Round Culvert n=0.012 L=7.0' S=0.0100 '/' 0.65 cfs0.65 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 58HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH1: DMH1 Inflow Area = 0.637 ac, 25.59% Impervious, Inflow Depth = 3.03" for 100-yr event Inflow = 1.53 cfs @ 12.13 hrs, Volume= 0.161 af Outflow = 1.53 cfs @ 12.13 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary = 1.53 cfs @ 12.13 hrs, Volume= 0.161 af Routed to Pond DMH2 : DMH2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.94' @ 12.16 hrs Flood Elev= 32.52' Device Routing Invert Outlet Devices #1 Primary 28.50'12.0" Round Culvert L= 175.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 28.50' / 25.80' S= 0.0154 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.19 cfs @ 12.13 hrs HW=29.27' TW=28.68' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.19 cfs @ 2.52 fps) Pond DMH1: DMH1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.637 ac Peak Elev=29.94' 12.0" Round Culvert n=0.012 L=175.0' S=0.0154 '/' 1.53 cfs1.53 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 59HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH2: DMH2 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 4.16" for 100-yr event Inflow = 3.24 cfs @ 12.10 hrs, Volume= 0.299 af Outflow = 3.24 cfs @ 12.10 hrs, Volume= 0.299 af, Atten= 0%, Lag= 0.0 min Primary = 3.24 cfs @ 12.10 hrs, Volume= 0.299 af Routed to Pond DMH3 : DMH3 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 29.56' @ 12.15 hrs Flood Elev= 28.58' Device Routing Invert Outlet Devices #1 Primary 25.68'12.0" Round Culvert L= 37.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 25.68' / 25.48' S= 0.0054 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.97 cfs @ 12.10 hrs HW=27.83' TW=26.83' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.97 cfs @ 3.79 fps) Pond DMH2: DMH2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.863 ac Peak Elev=29.56' 12.0" Round Culvert n=0.012 L=37.0' S=0.0054 '/' 3.24 cfs3.24 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 60HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond DMH3: DMH3 Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 4.16" for 100-yr event Inflow = 3.24 cfs @ 12.10 hrs, Volume= 0.299 af Outflow = 4.30 cfs @ 12.14 hrs, Volume= 0.299 af, Atten= 0%, Lag= 2.5 min Discarded = 0.39 cfs @ 12.14 hrs, Volume= 0.244 af Primary = 3.91 cfs @ 12.14 hrs, Volume= 0.055 af Routed to Link POI 1 : PROPOSED Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 28.61' @ 12.14 hrs Surf.Area= 1,558 sf Storage= 2,052 cf Flood Elev= 28.95' Surf.Area= 2,404 sf Storage= 2,226 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 35.0 min ( 834.8 - 799.8 ) Volume Invert Avail.Storage Storage Description #1A 24.30' 1,224 cf 26.00'W x 54.00'L x 3.00'H Field A 4,212 cf Overall - 1,152 cf Embedded = 3,060 cf x 40.0% Voids #2A 24.80' 772 cf Shea Leaching Chamber 4x8x1.5 x 24 Inside #1 Inside= 42.0"W x 15.0"H => 4.29 sf x 7.50'L = 32.2 cf Outside= 48.0"W x 18.0"H => 6.00 sf x 8.00'L = 48.0 cf 24 Chambers in 4 Rows #3 27.30' 45 cf 2.00'D x 1.20'H Vertical Cone/Cylinder x 12 -Impervious #4 28.45' 185 cf Custom Stage Data (Conic) Listed below (Recalc) 2,226 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 28.45 10 0 0 10 28.95 1,000 185 185 1,000 Device Routing Invert Outlet Devices #1 Discarded 24.30'8.270 in/hr Exfiltration over Wetted area #2 Primary 28.45'2.0" x 2.0" Horiz. Orifice/Grate X 72.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.39 cfs @ 12.14 hrs HW=28.61' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=3.75 cfs @ 12.14 hrs HW=28.60' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Orifice Controls 3.75 cfs @ 1.88 fps) Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 61HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond DMH3: DMH3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.863 ac Peak Elev=28.61' Storage=2,052 cf3.24 cfs 4.30 cfs 0.39 cfs 3.91 cfs Type III 24-hr 100-yr Rainfall=8.55"POST - Mother's Park Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 62HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 1: PROPOSED Inflow Area = 0.863 ac, 41.95% Impervious, Inflow Depth = 0.77" for 100-yr event Inflow = 3.91 cfs @ 12.14 hrs, Volume= 0.055 af Primary = 3.91 cfs @ 12.14 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Link POI 1: PROPOSED Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.863 ac 3.91 cfs3.91 cfs 36 37 38 3940414243444546474445 47 44 43 42 4144 368 + 50 369+ 0 0 369+ 5 0 370+0 0 370+50 POINT OF INTEREST E2 EXISTING TRIBUTARY AREA 217 SF E1 EXISTING TRIBUTARY AREA 6,767 SF Tc 35 36 43 42 41 40 39 38 37 36 50' WETLAND SETBACK (TYP) EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 EDGE OF POND ELEVATION 35.5' BORDERING VEGETATED WETLAND 44EXISTING AREA (SF) (E1 + E2) PERVIOUS GRASS 842 WOODS 5,925 IMPERVIOUS PAVEMENT 217 TOTAL 6,984 N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET GENERAL SHEET NOTES KEY PLAN SHO O T F L YI N G HI L L R O A D 1.AREA FOR PUMP STATION #6 IS OUTSIDE THE 500 YEAR FLOOD ZONE NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPUMP STATION 1 EXISTING TRIBUTARY AREA REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD FAMDPGVTISSUED FOR NOI APPLICATION 2023-02-050 FAMDPGVTISSUED FOR NOI APPLICATION 2023-03-141 E1 EXIST E2 EXIST POI 1 Wetland Routing Diagram for PRE-POST - Pump 1_2024-03-14 Prepared by Stantec Consulting Services, Inc, Printed 3/15/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year Type III 24-hr Default 24.00 1 3.32 2 2 10-Year Type III 24-hr Default 24.00 1 4.89 2 3 25-Year Type III 24-hr Default 24.00 1 6.10 2 4 100-Year Type III 24-hr Default 24.00 1 8.55 2 PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.019 39 >75% Grass cover, Good, HSG A (E1) 0.005 98 Paved roads w/curbs & sewers, HSG A (E2) 0.136 30 Woods, Good, HSG A (E1) 0.160 33 TOTAL AREA PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.160 HSG A E1, E2 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.160 TOTAL AREA PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchmen Numbers 0.019 0.000 0.000 0.000 0.000 0.019 >75% Grass cover, Good 0.005 0.000 0.000 0.000 0.000 0.005 Paved roads w/curbs & sewers 0.136 0.000 0.000 0.000 0.000 0.136 Woods, Good 0.160 0.000 0.000 0.000 0.000 0.160 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment E1: EXIST Flow Length=80' Tc=11.0 min CN=31 Runoff=0.00 cfs 0.000 af Runoff Area=217 sf 100.00% Impervious Runoff Depth=3.09"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.02 cfs 0.001 af Inflow=0.02 cfs 0.001 afLink POI 1: Wetland Primary=0.02 cfs 0.001 af Total Runoff Area = 0.160 ac Runoff Volume = 0.001 af Average Runoff Depth = 0.10" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type III 24-hr 2-Year Rainfall=3.32" Runoff Area=6,767 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=80' Tc=11.0 min CN=31 0.00 cfs Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-Year Rainfall=3.32" Runoff Area=217 sf Runoff Volume=0.001 af Runoff Depth=3.09" Tc=6.0 min CN=98 0.02 cfs Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.160 ac 0.02 cfs0.02 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth=0.01"Subcatchment E1: EXIST Flow Length=80' Tc=11.0 min CN=31 Runoff=0.00 cfs 0.000 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>4.65"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.02 cfs 0.002 af Inflow=0.02 cfs 0.002 afLink POI 1: Wetland Primary=0.02 cfs 0.002 af Total Runoff Area = 0.160 ac Runoff Volume = 0.002 af Average Runoff Depth = 0.15" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type III 24-hr 10-Year Rainfall=4.89" Runoff Area=6,767 sf Runoff Volume=0.000 af Runoff Depth=0.01" Flow Length=80' Tc=11.0 min CN=31 0.00 cfs Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.026 0.025 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 10-Year Rainfall=4.89" Runoff Area=217 sf Runoff Volume=0.002 af Runoff Depth>4.65" Tc=6.0 min CN=98 0.02 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.160 ac 0.02 cfs0.02 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth=0.11"Subcatchment E1: EXIST Flow Length=80' Tc=11.0 min CN=31 Runoff=0.00 cfs 0.001 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>5.86"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.03 cfs 0.002 af Inflow=0.03 cfs 0.004 afLink POI 1: Wetland Primary=0.03 cfs 0.004 af Total Runoff Area = 0.160 ac Runoff Volume = 0.004 af Average Runoff Depth = 0.29" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Type III 24-hr 25-Year Rainfall=6.10" Runoff Area=6,767 sf Runoff Volume=0.001 af Runoff Depth=0.11" Flow Length=80' Tc=11.0 min CN=31 0.00 cfs Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25-Year Rainfall=6.10" Runoff Area=217 sf Runoff Volume=0.002 af Runoff Depth>5.86" Tc=6.0 min CN=98 0.03 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.160 ac 0.03 cfs0.03 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=6,767 sf 0.00% Impervious Runoff Depth=0.64"Subcatchment E1: EXIST Flow Length=80' Tc=11.0 min CN=31 Runoff=0.04 cfs 0.008 af Runoff Area=217 sf 100.00% Impervious Runoff Depth>8.30"Subcatchment E2: EXIST Tc=6.0 min CN=98 Runoff=0.04 cfs 0.003 af Inflow=0.05 cfs 0.012 afLink POI 1: Wetland Primary=0.05 cfs 0.012 af Total Runoff Area = 0.160 ac Runoff Volume = 0.012 af Average Runoff Depth = 0.88" 96.89% Pervious = 0.155 ac 3.11% Impervious = 0.005 ac Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-Year Rainfall=8.55" Runoff Area=6,767 sf Runoff Volume=0.008 af Runoff Depth=0.64" Flow Length=80' Tc=11.0 min CN=31 0.04 cfs Subcatchment E2: EXIST Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 100-Year Rainfall=8.55" Runoff Area=217 sf Runoff Volume=0.003 af Runoff Depth>8.30" Tc=6.0 min CN=98 0.04 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/15/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Link POI 1: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.160 ac 0.05 cfs0.05 cfs D D R=15'R=1 5 'W 36 37 38 3940414243444546474446 4545 47 4847 44 43 42 41 42 404444454544 45 454545 454444 44454444454645454646368 +5 0 369+ 0 0 369+ 5 0 370+0 0 370+50 P1 PROPOSED TRIBUTARY AREA 4,569 SF P2 PROPOSED TRIBUTARY AREA 2,414 SF 2.0% POINT OF INTEREST 35 36 43 42 41 40 39 38 37 36 PROPOSED PAVED DRIVEWAY (TYP) PROPOSED LIMIT OF CLEARING (TYP) 50' WETLAND SETBACK (TYP) EDGE OF EXISTING WETLANDS, DELINEATED BY EPSILON ASSOCIATES ON 11-28-2022 VACUUM TRUCK OUTLINE EDGE OF POND ELEVATION 35.5' BORDERING VEGETATED WETLAND 441.0%0.50% SILT FENCE AND STRAW WATTLES (TYP) PROPOSED GRASS SWALE WITH LONGITUDINAL SLOPE 0.50% SIDE SLOPES 3:1 PROPOSED RIP-RAP EMERGENCY SPILLWAY ELEV.=44.5 PROPOSED INFILTRATION BASIN PROPOSED PUMP STATION SCREENING AND VEGETATION 5.00' DISTURBED AREA WITHIN 50' WETLAND BUFFER ZONE= 1,530 SF± S S S PROPOSED YARD HYDRANT PROPOSED 16"x3/4" SADDLE, 3/4" CORP., 3/4" WSO VALVE AND 3/4" HDPE WATER SERVICE; SCHEDULE WATER TAP AND WATER SERVICE INSTALLATION WITH COMM WATER PROPOSED 3/4" HDPE WATER SERVICE PROPOSED PUMP STATION #1 PROPOSED PRECAST CONC ELECTRICAL CABINETS PAD (TYP) PROPOSED ELECTRICAL CABINETS (TYP) PROPOSED BACKUP GENERATOR (TYP) PROPOSED STANCION MOUNTED MANUAL TRANSFER SWITCH, BREAKER AND GENERATOR RECEPTACLE (TYP) PROPOSED 4" VENT (TYP) PROPOSED WATER MANHOLE S S S PROPOSED EARTH BERM ELEV.=46.5 45.1045.2045.1045.5745.5345.2045.2045.2045.8345.8745.1745.1344.0744.6745.0745.0244.4215'50' Tc Tc PROPOSED AREA P1 (SF) PROPOSED AREA P2 (SF) PERVIOUS GRASS 1,375 1,507 WOODS 2,930 IMPERVIOUS PAVEMENT 264 675 STRUCTURE 232 TOTAL 4,569 2,414 N PLAN SCALE: 1" = 10'0 10 20 SCALE IN FEET GENERAL SHEET NOTES KEY PLAN SHOOT F L Y I N G H I L L R O A D 1.AREA FOR PUMP STATION #1 IS OUTSIDE THE 500 YEAR FLOOD ZONE NO SCALE N GRE A T M A R S H R D SHO O T F L YI N G HI L L R D MAIN STCRAIGVILLE BEACH RDS MAIN ST FALMOUTH RD (MA RTE 28 )PHINNEY'S LNSHOOTFLYING HILL RDPUMP STATION 1 PROPOSED TRIBUTARY AREA REV.DATE REVISION DESCRIPTION DRAWN CHKD APPRVD FAMDPGVTISSUED FOR NOI APPLICATION 2023-02-050 FAMDPGVTISSUED FOR NOI APPLICATION 2023-02-291 FAMDPGVTISSUED FOR NOI APPLICATION 2023-03-142 P1 WOODS P2 PROPOSED 1P POND POI 2 Wetland Routing Diagram for PRE-POST - Pump 1_2024-03-14 Prepared by Stantec Consulting Services, Inc, Printed 3/14/2024 HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 2HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year Type III 24-hr Default 24.00 1 3.32 2 2 10-Year Type III 24-hr Default 24.00 1 4.89 2 3 25-Year Type III 24-hr Default 24.00 1 6.10 2 4 100-Year Type III 24-hr Default 24.00 1 8.55 2 PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 3HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.066 39 >75% Grass cover, Good, HSG A (P1, P2) 0.022 98 Paved parking, HSG A (P1, P2) 0.005 98 Structures, HSG A (P2) 0.067 32 Woods/grass comb., Good, HSG A (P1) 0.160 46 TOTAL AREA Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 4HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,569 sf 5.78% Impervious Runoff Depth=0.00"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=38 Runoff=0.00 cfs 0.000 af Runoff Area=2,414 sf 37.57% Impervious Runoff Depth=0.49"Subcatchment P2: PROPOSED Tc=6.0 min CN=61 Runoff=0.02 cfs 0.002 af Peak Elev=44.01' Storage=1 cf Inflow=0.02 cfs 0.002 afPond 1P: POND Discarded=0.02 cfs 0.002 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.002 af Inflow=0.00 cfs 0.000 afLink POI 2: Wetland Primary=0.00 cfs 0.000 af Total Runoff Area = 0.160 ac Runoff Volume = 0.002 af Average Runoff Depth = 0.17" 83.23% Pervious = 0.133 ac 16.77% Impervious = 0.027 ac Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 5HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 2,930 32 Woods/grass comb., Good, HSG A 1,375 39 >75% Grass cover, Good, HSG A 264 98 Paved parking, HSG A 4,569 38 Weighted Average 4,305 94.22% Pervious Area 264 5.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type III 24-hr 2-Year Rainfall=3.32" Runoff Area=4,569 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=80' Tc=11.0 min CN=38 0.00 cfs Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 6HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.02 cfs @ 12.12 hrs, Volume= 0.002 af, Depth= 0.49" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.32" Area (sf) CN Description 1,507 39 >75% Grass cover, Good, HSG A 675 98 Paved parking, HSG A * 232 98 Structures, HSG A 2,414 61 Weighted Average 1,507 62.43% Pervious Area 907 37.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2-Year Rainfall=3.32" Runoff Area=2,414 sf Runoff Volume=0.002 af Runoff Depth=0.49" Tc=6.0 min CN=61 0.02 cfs Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 7HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.055 ac, 37.57% Impervious, Inflow Depth = 0.49" for 2-Year event Inflow = 0.02 cfs @ 12.12 hrs, Volume= 0.002 af Outflow = 0.02 cfs @ 12.15 hrs, Volume= 0.002 af, Atten= 2%, Lag= 1.4 min Discarded = 0.02 cfs @ 12.15 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 44.01' @ 12.15 hrs Surf.Area= 164 sf Storage= 1 cf Plug-Flow detention time= 0.8 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 0.8 min ( 911.0 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 44.00' 325 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 44.00 162 72.0 0 0 162 45.00 521 166.0 325 325 1,946 Device Routing Invert Outlet Devices #1 Primary 44.50'4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 44.00'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.03 cfs @ 12.15 hrs HW=44.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=44.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 8HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.055 ac Peak Elev=44.01' Storage=1 cf 0.02 cfs 0.02 cfs0.02 cfs 0.00 cfs Type III 24-hr 2-Year Rainfall=3.32"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 9HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 16.77% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inflow Area=0.160 ac 0.00 cfs0.00 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 10HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,569 sf 5.78% Impervious Runoff Depth=0.15"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=38 Runoff=0.00 cfs 0.001 af Runoff Area=2,414 sf 37.57% Impervious Runoff Depth=1.30"Subcatchment P2: PROPOSED Tc=6.0 min CN=61 Runoff=0.08 cfs 0.006 af Peak Elev=44.09' Storage=16 cf Inflow=0.08 cfs 0.006 afPond 1P: POND Discarded=0.05 cfs 0.006 af Primary=0.00 cfs 0.000 af Outflow=0.05 cfs 0.006 af Inflow=0.00 cfs 0.001 afLink POI 2: Wetland Primary=0.00 cfs 0.001 af Total Runoff Area = 0.160 ac Runoff Volume = 0.007 af Average Runoff Depth = 0.55" 83.23% Pervious = 0.133 ac 16.77% Impervious = 0.027 ac Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 11HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.00 cfs @ 13.85 hrs, Volume= 0.001 af, Depth= 0.15" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 2,930 32 Woods/grass comb., Good, HSG A 1,375 39 >75% Grass cover, Good, HSG A 264 98 Paved parking, HSG A 4,569 38 Weighted Average 4,305 94.22% Pervious Area 264 5.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 10-Year Rainfall=4.89" Runoff Area=4,569 sf Runoff Volume=0.001 af Runoff Depth=0.15" Flow Length=80' Tc=11.0 min CN=38 0.00 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 12HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Depth= 1.30" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.89" Area (sf) CN Description 1,507 39 >75% Grass cover, Good, HSG A 675 98 Paved parking, HSG A * 232 98 Structures, HSG A 2,414 61 Weighted Average 1,507 62.43% Pervious Area 907 37.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-Year Rainfall=4.89" Runoff Area=2,414 sf Runoff Volume=0.006 af Runoff Depth=1.30" Tc=6.0 min CN=61 0.08 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 13HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.055 ac, 37.57% Impervious, Inflow Depth = 1.30" for 10-Year event Inflow = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af Outflow = 0.05 cfs @ 12.22 hrs, Volume= 0.006 af, Atten= 33%, Lag= 6.7 min Discarded = 0.05 cfs @ 12.22 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 44.09' @ 12.22 hrs Surf.Area= 186 sf Storage= 16 cf Plug-Flow detention time= 1.8 min calculated for 0.006 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 875.8 - 873.9 ) Volume Invert Avail.Storage Storage Description #1 44.00' 325 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 44.00 162 72.0 0 0 162 45.00 521 166.0 325 325 1,946 Device Routing Invert Outlet Devices #1 Primary 44.50'4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 44.00'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.05 cfs @ 12.22 hrs HW=44.09' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=44.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 14HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.055 ac Peak Elev=44.09' Storage=16 cf 0.08 cfs 0.05 cfs0.05 cfs 0.00 cfs Type III 24-hr 10-Year Rainfall=4.89"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 15HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 16.77% Impervious, Inflow Depth = 0.10" for 10-Year event Inflow = 0.00 cfs @ 13.85 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 13.85 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Inflow Area=0.160 ac 0.00 cfs0.00 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 16HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,569 sf 5.78% Impervious Runoff Depth=0.42"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=38 Runoff=0.02 cfs 0.004 af Runoff Area=2,414 sf 37.57% Impervious Runoff Depth=2.07"Subcatchment P2: PROPOSED Tc=6.0 min CN=61 Runoff=0.13 cfs 0.010 af Peak Elev=44.20' Storage=38 cf Inflow=0.13 cfs 0.010 afPond 1P: POND Discarded=0.08 cfs 0.010 af Primary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.010 af Inflow=0.02 cfs 0.004 afLink POI 2: Wetland Primary=0.02 cfs 0.004 af Total Runoff Area = 0.160 ac Runoff Volume = 0.013 af Average Runoff Depth = 0.99" 83.23% Pervious = 0.133 ac 16.77% Impervious = 0.027 ac Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 17HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.02 cfs @ 12.44 hrs, Volume= 0.004 af, Depth= 0.42" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 2,930 32 Woods/grass comb., Good, HSG A 1,375 39 >75% Grass cover, Good, HSG A 264 98 Paved parking, HSG A 4,569 38 Weighted Average 4,305 94.22% Pervious Area 264 5.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 25-Year Rainfall=6.10" Runoff Area=4,569 sf Runoff Volume=0.004 af Runoff Depth=0.42" Flow Length=80' Tc=11.0 min CN=38 0.02 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 18HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af, Depth= 2.07" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.10" Area (sf) CN Description 1,507 39 >75% Grass cover, Good, HSG A 675 98 Paved parking, HSG A * 232 98 Structures, HSG A 2,414 61 Weighted Average 1,507 62.43% Pervious Area 907 37.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25-Year Rainfall=6.10" Runoff Area=2,414 sf Runoff Volume=0.010 af Runoff Depth=2.07" Tc=6.0 min CN=61 0.13 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 19HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.055 ac, 37.57% Impervious, Inflow Depth = 2.07" for 25-Year event Inflow = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af Outflow = 0.08 cfs @ 12.22 hrs, Volume= 0.010 af, Atten= 38%, Lag= 7.5 min Discarded = 0.08 cfs @ 12.22 hrs, Volume= 0.010 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 44.20' @ 12.22 hrs Surf.Area= 218 sf Storage= 38 cf Plug-Flow detention time= 3.0 min calculated for 0.010 af (100% of inflow) Center-of-Mass det. time= 3.0 min ( 862.2 - 859.2 ) Volume Invert Avail.Storage Storage Description #1 44.00' 325 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 44.00 162 72.0 0 0 162 45.00 521 166.0 325 325 1,946 Device Routing Invert Outlet Devices #1 Primary 44.50'4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 44.00'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.08 cfs @ 12.22 hrs HW=44.20' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=44.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 20HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.055 ac Peak Elev=44.20' Storage=38 cf 0.13 cfs 0.08 cfs0.08 cfs 0.00 cfs Type III 24-hr 25-Year Rainfall=6.10"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 21HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 16.77% Impervious, Inflow Depth = 0.27" for 25-Year event Inflow = 0.02 cfs @ 12.44 hrs, Volume= 0.004 af Primary = 0.02 cfs @ 12.44 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.160 ac 0.02 cfs0.02 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 22HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=4,569 sf 5.78% Impervious Runoff Depth=1.29"Subcatchment P1: WOODS Flow Length=80' Tc=11.0 min CN=38 Runoff=0.09 cfs 0.011 af Runoff Area=2,414 sf 37.57% Impervious Runoff Depth=3.87"Subcatchment P2: PROPOSED Tc=6.0 min CN=61 Runoff=0.24 cfs 0.018 af Peak Elev=44.43' Storage=96 cf Inflow=0.24 cfs 0.018 afPond 1P: POND Discarded=0.14 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.14 cfs 0.018 af Inflow=0.09 cfs 0.011 afLink POI 2: Wetland Primary=0.09 cfs 0.011 af Total Runoff Area = 0.160 ac Runoff Volume = 0.029 af Average Runoff Depth = 2.18" 83.23% Pervious = 0.133 ac 16.77% Impervious = 0.027 ac Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 23HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1: WOODS Runoff = 0.09 cfs @ 12.21 hrs, Volume= 0.011 af, Depth= 1.29" Routed to Link POI 2 : Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 2,930 32 Woods/grass comb., Good, HSG A 1,375 39 >75% Grass cover, Good, HSG A 264 98 Paved parking, HSG A 4,569 38 Weighted Average 4,305 94.22% Pervious Area 264 5.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0268 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.32" 0.2 30 0.2600 2.55 Shallow Concentrated Flow, Shallow Woodland Kv= 5.0 fps 11.0 80 Total Subcatchment P1: WOODS Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100-Year Rainfall=8.55" Runoff Area=4,569 sf Runoff Volume=0.011 af Runoff Depth=1.29" Flow Length=80' Tc=11.0 min CN=38 0.09 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 24HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PROPOSED Runoff = 0.24 cfs @ 12.10 hrs, Volume= 0.018 af, Depth= 3.87" Routed to Pond 1P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.55" Area (sf) CN Description 1,507 39 >75% Grass cover, Good, HSG A 675 98 Paved parking, HSG A * 232 98 Structures, HSG A 2,414 61 Weighted Average 1,507 62.43% Pervious Area 907 37.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: PROPOSED Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-Year Rainfall=8.55" Runoff Area=2,414 sf Runoff Volume=0.018 af Runoff Depth=3.87" Tc=6.0 min CN=61 0.24 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 25HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: POND Inflow Area = 0.055 ac, 37.57% Impervious, Inflow Depth = 3.87" for 100-Year event Inflow = 0.24 cfs @ 12.10 hrs, Volume= 0.018 af Outflow = 0.14 cfs @ 12.22 hrs, Volume= 0.018 af, Atten= 41%, Lag= 7.7 min Discarded = 0.14 cfs @ 12.22 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routed to Link POI 2 : Wetland Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 44.43' @ 12.22 hrs Surf.Area= 291 sf Storage= 96 cf Plug-Flow detention time= 4.8 min calculated for 0.018 af (100% of inflow) Center-of-Mass det. time= 4.8 min ( 845.3 - 840.5 ) Volume Invert Avail.Storage Storage Description #1 44.00' 325 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 44.00 162 72.0 0 0 162 45.00 521 166.0 325 325 1,946 Device Routing Invert Outlet Devices #1 Primary 44.50'4.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 44.00'8.270 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.14 cfs @ 12.22 hrs HW=44.42' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=44.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 26HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Pond 1P: POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.055 ac Peak Elev=44.43' Storage=96 cf 0.24 cfs 0.14 cfs0.14 cfs 0.00 cfs Type III 24-hr 100-Year Rainfall=8.55"PRE-POST - Pump 1_2024-03-14 Printed 3/14/2024Prepared by Stantec Consulting Services, Inc Page 27HydroCAD® 10.20-4a s/n 00758 © 2023 HydroCAD Software Solutions LLC Summary for Link POI 2: Wetland Inflow Area = 0.160 ac, 16.77% Impervious, Inflow Depth = 0.85" for 100-Year event Inflow = 0.09 cfs @ 12.21 hrs, Volume= 0.011 af Primary = 0.09 cfs @ 12.21 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Link POI 2: Wetland Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.160 ac 0.09 cfs0.09 cfs APPENDIX D CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT TSS REMOVAL WORKSHEETS V 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 Deep Sump Manhole 0.25 0.75 0.19 0.56 Subsurface Infiltration Structure 0.80 0.56 0.45 0.11 0.00 0.11 0.00 0.11 0.00 0.11 0.00 0.11 Total TSS Removal =89% Separate Form Needs to be Completed for Each Outlet or BMP Train Project: MAIN STREET INTERSECTION IMPROVEMENTS Prepared By:STANTEC *Equals remaining load from previous BMP (E) Date:3/14/2024 which enters the BMPTSS Removal Calculation WorksheetMothers Park Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V 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) Grass Channel 0.50 1.00 0.50 0.50 Infiltration Basin 0.80 0.50 0.40 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 0.00 0.10 Total TSS Removal =90% Separate Form Needs to be Completed for Each Outlet or BMP Train Project: MAIN STREET INTERSECTION IMPROVEMENTS Prepared By:STANTEC *Equals remaining load from previous BMP (E) Date:1/26/2024 which enters the BMPTSS Removal Calculation WorksheetPump Station No.1 Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection APPENDIX E CENTER VILLAGE PHASE 1 PART A-SEWER EXPANSION PROJECT RECHARGE/WATER QUALITY/DRAWNDOWN CALCULATIONS Calc. By: VT Date: 1/26/24 Rev 3/14/24 Chk. By: DPG Date: 1/26/24 Rev 3/14/24 Recharge Volume Calculations Tributary Area(s) AIMP (acres) HSG F (inches) Rv1 (ft3) Rv1 Total (ft3) Point of Interest (POI) BMP Provided Volume (ft3) 0.05 acres 0.022 A 0.60 48 48 Pump Station NO.1 Infiltration Basin 352 RV = (F / 12 inches/foot) * (AIMP * 43,560 square feet/acre) Where: F = Target Depth Factor associated with each Hydrologic Soil Group (in inches) AIMP = Impervious Area, increase (in acres) NRCS HYDROLOGIC SOIL TYPE APPROX. SOIL TEXTURE TARGET DEPTH FACTOR (F) A sand 0.6-inch B loam 0.35-inch C silty loam 0.25-inch D clay 0.1-inch Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 5 dated February 2008. 2. Provided recharge volume from infiltration basin Calc. By: VT Date: 1/26/24 Rev 3/14/24 Chk. By: DPG Date: 1/26/24 Rev 3/14/24 Water Quality Volume Calculations POI Tributary Area(s) BMP AIMP (acres) DWQ (inches) Required VWQ1 (ft3) Provided Volume2 (ft3) Pump Station No.1 0.05 Acres Infiltration Basin 0.022 0.5 40 352 VWQ = (DWQ / 12 inches/foot) * (AIMP * 43,560 square feet/acre) Where: VWQ = Required Water Quality Volume (in cubic feet) DWQ = Water Quality Depth (in inches) DWQ = 1 inch for discharges within a Zone II or Interim Wellhead Protection Area to or near another critical area, runoff from a LUHPPL, or exfiltration to soils with infiltration rate greater than 2.4 inches/hour. DWQ = ½ inch for discharges near or to other areas AIMP = Impervious Area, increase (in acres) Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 32 dated February 2008. 2. Provided water quality volume from infiltration basin. Calc. By: VT Date: 1/26/24 Chk. By: DPG Date: 1/26/24 Drawdown Calculations Drawdown Time Time drawdown = RV (K)(Bottom Area) Where: Time drawdown = time it takes the basin to drain completely (hours) RV = storage volume (cubic feet) K = saturated hydraulic conductivity (feet/hour) Bottom Area = bottom area of recharge structure (square feet) BMP RV (cf) K (in/hr) Bottom Area (sf) Drawdown Time (hr) Infiltration Basin 232 8.27 102 0.28 Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 25 dated February 2008. Calc. By: VT Date: 1/26/24 Rev 3/14/24 Chk. By: DPG Date: 1/26/24 Rev 3/14/24 Drawdown Calculations Drawdown Time Time drawdown = RV (K)(Bottom Area) Where: Time drawdown = time it takes the basin to drain completely (hours) RV = storage volume (cubic feet) K = saturated hydraulic conductivity (feet/hour) Bottom Area = bottom area of recharge structure (square feet) BMP RV (cf) K (in/hr) Bottom Area (sf) Drawdown Time (hr) Infiltration Basin 325 8.27 162 0.24 Notes: 1. Refer to Massachusetts Stormwater Handbook Volume 3, Chapter 1, page 25 dated February 2008.