Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Barnstable Straightway NOI_12.23.2024_Stormwater Report
ATTACHMENT D Stormwater Report ____________________________________________________________________________ 20233667.002A Page i of ii December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Barnstable Straightway Treatment Facility Design Stormwater Design Report Barnstable, MA KLEINFELDER PROJECT NO. 20233667.002A December 17, 2024 VERSION 2 20233667.002A Page ii of ii December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 A Report Prepared for: Town of Barnstable 47 Old Yarmouth Road Hyannis, MA 02601 Barnstable Straightway Water Treatment Facility Design Stormwater Design Report Barnstable, MA Prepared by: Gregory Avenia, PE Matthew Stevens, EIT Engineer Project Professional KLEINFELDER One Beacon Street, Suite 8100 Boston, MA 02108 Phone: 617 497-7800 December 17, 2024 Kleinfelder Project No: 20233667.002A 20233667.002A Page 1 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 1 INTRODUCTION This Stormwater Management Report has been prepared to show compliance with the Massachusetts Stormwater Management Standards to support the Project’s Notice of Intent Application. The Town of Barnstable is proposing the installation of a 10,900 square foot PFAS treatment facility to support the existing Straightway well. The existing Granular Activated Carbon (GAC) tanks will be encased in a winterized structure prior to the construction of the new per- and polyfluoroalkyl substances (PFAS) treatment facility. The proposed development will also include the installation of associated utilities including a tight tank sewer system, a generator, condensers, a paved driveway, closed drainage, and infiltration basins. Additionally, the project will include the installation of two pump stations to replace the Hyannisport and Simmons Pond pump stations. The existing pump stations and a portion of the existing access drive will be demolished. The remaining access drive will be resurfaced with an extension to the new Simmons Pond pump house and a security fence will be installed along its length. A tight tank sewer system is proposed near the new Hyannisport pump station. 2 EXISTING DRAINAGE CONDITIONS Straightway Site Under existing conditions, the proposed 3.65-acre site houses a well and water treatment infrastructure, a gravel access drive, a paved driveway, parking area, and a stone lined overflow lagoon for the GAC contactors. Wooded area borders the site to the south, there are wetlands to the north and east, and wooded area leads to residential homes to the west. The site is connected to the Hyannisport and Simmons Pond sites via an unpaved access drive extending to the southeast from the location of the proposed treatment facility. The entirety of the site drains directly to the surrounding wetlands and Ben’s Pond. The site is part of the Cape Cod major watershed. Approximately half of the site drains to the wetlands to the north and the other half drains to the wetland to the east. The two separate areas are connected by a small stream approximately 200’ to the northeast of the existing well. Boring logs for the project site are attached to this report in Appendix F. In conjunction with the onsite borings, a monitoring well was installed to observe the seasonal changes in groundwater levels. The installation log of this well and an approximate location map are also included in Appendix F. Groundwater for the Straightway site varies between elevations 15 to 17 throughout the geotechnical investigations. The seasonal high groundwater table was estimated at 18 feet elevation through the Cape Cod Commission’s Technical Bulletin, “Estimation of High Groundwater Levels for Construction and Land Use Planning.” This calculation is included in Appendix H. 20233667.002A Page 2 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Hyannisport and Simmons Pond Site Under existing conditions, the 1.1-acre site consists of the existing Hyannisport and Simmons Pond pump houses and the Hyannisport Well facility. The existing pump houses and well facility are accessible via a paved access drive. Wooded area surrounds the site on all sides, with wetlands and Simmons Pond along the eastern border. The nearest residential properties are approximately 100’ to the west and adjacent to the site driveway on Smith Street. The site is connected to the Straightway site via an unpaved access drive extending to the northwest from the location of the proposed Simmons Pond pump station. The entirety of the site drains west to east then into the surrounding wetlands and Simmons Pond. The site is part of the Cape Cod major watershed. Boring logs for the project site is attached to this report in Appendix G. The installation log of this well and an approximate location map are also included in Appendix G. Groundwater for the Hyannisport and Simmons Pond site was observed at approximately 10 feet elevation throughout the geotechnical investigations. A groundwater table adjustment calculation through the Cape Cod Commission’s method is included in Appendix H. 3 PROPOSED DRAINAGE CONDITIONS Straightway Site Stormwater flows will emulate existing drainage conditions to the maximum extent possible. No significant deviation from existing drainage patterns is expected via site grading. However, the rooftop drainage will divert a portion of the water originally intended to flow north to Ben’s Pond to the east and into the connected wetland. Kleinfelder estimates that the proposed Straightway development will create 46,110 square feet of new impervious area, comprised of the proposed treatment building, paved driveway, and the expanded winterization facility for the GAC contactors. The limit of disturbance for this is approximately 3.65 acres, with 1.86 acres of area anticipated to be permanently altered. Permanently altered areas are defined as areas that will have different ground cover than pre-construction condition. The working area of the site will be graded to emulate existing drainage patterns in slopes ranging from 1% to approximately 5%. Proposed grades will be tied into existing grade at a maximum of 3:1 H:V slopes. The bottom elevations of the infiltration basins were limited due to the elevation of the groundwater table, approximately 17’ as observed by Kleinfelder. To ensure appropriate separation to the groundwater table, the infiltration basin was restricted to a minimum elevation of 20’. Gabion baskets will be installed within the basins to delineate the sediment forebays to provide pretreatment, as shown on the plans. · Infiltration basin P-1 is located in the northwestern corner of the site and will capture stormwater via surface runoff and a closed drainage system. The basin will provide approximately 14,783 cubic feet of storage, including pretreatment. An overflow weir is proposed to direct stormwater north toward the Ben’s Pond wetland complex during high volume storm events. However, to prevent 20233667.002A Page 3 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 inundation of the existing driveway to the maximum extent possible and to manage stormwater volumes on site, the basin has been sized to infiltrate all received stormwater up to the 2070 24- hour 100-year storm event. · Infiltration basin P-2 is located in the southeast corner of the site and will receive the majority of its runoff from closed drainage. The basin will provide approximately 7,000 cubic feet of storage, including pretreatment and is capable of infiltrating the 25-year storm before overflowing. An overflow weir will direct stormwater east to the adjacent wetland complex during high volume stormwater events. · Subsurface infiltration system ST-1, is located beneath the northeastern portion of the proposed driveway. This system was sized for the water quality volume of its watershed area, providing approximately 442 cubic feet of storage, to ensure the maximum amount of proposed impervious area receives water quality treatment. Runoff will be directed to this system via closed drainage. An overflow pipe will outlet excess stormwater at the toe of slope to the east of the proposed driveway. A closed stormwater drainage system will be used to convey stormwater into the proposed infiltration basins. Deep sump catch basins will be used to provide pretreatment before conveying stormwater into the sediment forebays and basins. The drainage system along the proposed drive will capture the majority of runoff coming from the proposed building roof, the paved access drive, and concrete pads. Stormwater from the rear of the building will be directed to the proposed basin by site grading. The project site has been located and designed so that the impact within the 100-foot wetland buffer. The project site is not within the 100-year FEMA Flood Zone. Hyannisport and Simmons Pond Site Under proposed conditions, Kleinfelder estimates that the proposed pump stations and driveway reconstruction will add 4,496 square feet of impervious area. The demolition of the existing pump stations and a portion of the driveway will result in the removal 4,175 square feet of impervious area. The project will result in a net increase of 321 square feet of impervious area. Additionally, 4,577 square feet of existing paved driveway will be repaved during construction. The limit of disturbance for this is approximately 1.11 acres, with 0.53 acres of area anticipated to be permanently altered. Permanently altered areas are defined as areas that will have different ground cover than pre-construction condition. The site will be graded to preserve the existing drainage pattern to the maximum extent possible, with slopes ranging from 1% to approximately 8%. Proposed grades will be tied into existing grade at a maximum of 3:1 H:V slopes. The bottom elevations of the infiltration basins were limited due to the elevation of the estimated seasonal high groundwater table, approximately 10’ calculated by Kleinfelder using the Cape Cod Commission’s method included in Appendix H. To ensure appropriate separation to the groundwater table, the infiltration basin was restricted to a minimum elevation of 12’ · Infiltration basin P-3 is located west of the proposed Hyannisport well and will capture the majority of runoff associated with the proposed improvements in this location. To prevent inundation of the site driveway and mitigate increased stormwater volumes, the basin was sized 20233667.002A Page 4 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 to accommodate runoff from the 2070 24-hour 100-year storm event, providing approximately 1,087 cubic feet of storage. A pea stone diaphragm upgradient of the basin will provide pretreatment for the system. · Infiltration basin P-4 is located southeast of the proposed Simmon’s Pond well building. It will manage stormwater associated with the proposed driveway, turnaround, and building in this area. The basin provides approximately 777 cubic feet of storage and has an overflow weir that will direct stormwater overland toward Simmon’s Pond during higher volume storm events. The basin is capable of infiltrating runoff associated with the 25-year storm event without overflowing. A pea stone diaphragm upgradient of the basin will provide pretreatment for the system. 4 HYDROLOGIC ANALYSIS A HydroCAD hydrologic analysis was performed under both existing and proposed conditions. Each model was analyzed for the 1, 2, 5, 10, 25, and 100-year storm events. Rainfall data was acquired from the Precipitation Frequency Data Server maintained by NOAA. The wetlands to the north of the Straightway site and to the east of the Hyannisport site are interconnected by a small stream to the east of the site, where water drains from Ben’s Pond south to Simmon’s Pond prior to passing through a culvert along Smith Street that ultimately drains to Hyannis Point and the Atlantic Ocean. The sites were analyzed separately to ensure the individual impact of each development is mitigated to the maximum extent practicable. The total watershed for the site was measured to be approximately 4.7 acres. The soil data used for this analysis was acquired via onsite soil borings, performed in April of 2024 by Geologic Earth Explorations and observed by Kleinfelder personnel. Soils on site are predominately poorly graded sands and gravels with trace silt. For determining infiltration capacities, the site soils are part of Hydrologic Soil Group A (HSG A). The watershed area has been standardized between the two analyses to allow direct comparison of the impact of the proposed development. Both models include two design points that are used to analyze and compare stormwater flow rates and volumes. · Design Point 1, or “DP-1” represents the wetland complex adjacent to Ben’s Pond · Design Point 2 or “DP-2” represents water flowing to the west of the Straightway site. · Design Point 2 or “DP-3” represents the wetland complex adjacent to Simmon’s Pond For analysis of existing conditions, the sites were divided into four main sub-watershed areas. 20233667.002A Page 5 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 · EX-1 is approximately 87,931 square feet in area. It encompasses the northern portion of the Straightway site that drains toward the Ben’s Pond wetlands. The area consists of existing paved access drives, buildings, gravel driveway, grassed area, and woods in good condition. · EX-2 is approximately 40,687 square feet in area. It covers the portion of the Straightway site that drains east to the wetlands. It includes a portion of the existing water storage tank, gravel aprons, grassed area, and woods in good condition. · EX-3 is approximately 30,560 square feet in area. It represents the western portion of the Straightway site that drains toward the properties to the west. Ground cover consists of impervious roof area, gravel driveway, grassed area, and woods in good condition. · EX-4 is approximately 48,457 square feet in area. It represents the Hyannisport and Simmon’s Pond Well site in its entirety. Water drains from west to east toward the wetlands surrounding Simmon’s Pond. Ground cover includes existing well buildings, gravel parking areas, paved access drives, grassed areas, and woods in good condition. Under proposed conditions, the sites were separated into nine sub-watershed areas based on proposed drainage features and grading. · PR-1 is approximately 68,407 square feet in area. It represents the portion of the Straightway site that flows north directly into Ben’s Pond. Ground cover consists of grassed area, paved driveways, existing buildings, and gravel aprons. · PR-2 is approximately 22,246 square feet in area. It encompasses a portion of the Straightway Site along the western proposed driveway. Ground cover includes paved driveways, building roofs, and grassed area. Stormwater from this area is captured by the proposed stormwater system and routed to an infiltration basin on the northwest of the Straightway site. · PR-3 is approximately 8,006 square feet in area. This sub-catchment area includes the northeastern area of the paved driveways on the Straightway site. The ground cover consists of paved driveways and nearby grassed areas. · PR-4 is approximately 29,375 square feet in area. This encompasses the southeastern corner of the site that drains to the proposed infiltration basin, P-2. Ground cover in this area includes building roof, paved driveway, water storage tank, retaining wall, and grassed area. An overflow weir will direct excess stormwater toward DP-1 during high volume storm events. · PR-5 is approximately 24,959 square feet in area. This encompasses a southwestern portion of the driveway and building roof that flows to a double grate, deep sump catch basin before being routed to infiltration basin P-2. Ground cover includes building roof, paved driveway, and grassed area. · PR-6 is approximately 6,182 square feet in area. This represents the area on the west side of the Straightway site that is not captured by the stormwater system and flows directly to the western properties. The ground cover is composed entirely of grassed area. 20233667.002A Page 6 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 · PR-7 is approximately 34,585 square feet in area. This sub-catchment represents the area of the Hyannisport and Simmons Pond wells site that is not captured by the proposed stormwater system. Ground cover includes paved driveway and grassed area. · PR-8 is approximately 8,603 square feet in area and encompasses the watershed of the proposed basin near the new Hyannisport well building. Water will flow to a low point along the new parking area and then overland toward a pea stone diaphragm before reaching infiltration basin P-3. · PR-9 is approximately 4,903 square feet in area. This represents the watershed of the proposed basin near the new Simmon’s Pond well building. Water will flow southeast along the proposed driveway toward a pea stone diaphragm before discharging to infiltration basin P-4. During higher volume storm events, an overflow weir has been included that will direct stormwater toward the adjacent wetland complex, designated as DP-3. 5 MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION (MASSDEP) – STORMWATER MANAGEMENT STANDARDS As demonstrated below, the proposed Project complies with the MassDEP Stormwater Management Standards (the Standards) to the maximum extent practicable. Under the Stormwater Management Standards, the Project is considered a new development project because it involves the construction of a new drinking water treatment facility. The Project has been designed to meet the Stormwater Management Standards to the maximum extent practicable and to improve upon existing conditions. 5.1 STANDARD 1: NO NEW UNTREATED DISCHARGES No new stormwater conveyance (e.g., outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The Project has been designed to comply with Standard 1. Under existing conditions, there are no outfalls within the project area and a small infiltration system consisting of 3 drywells on the Straightway site; runoff currently flows overland directly from the site to the wetlands to the west and north before reaching Ben’s Pond. Under proposed conditions, a portion of the stormwater originally destined to flow from the site to the wetlands will be intercepted by the proposed infiltration systems to mitigate increases in flow associated with newly proposed impervious area. · Deep sump catch basins are proposed to provide pretreatment prior to discharging to sediment forebays. · Stone gabion basket weirs are proposed to create a sediment forebay within the proposed infiltration basins to provide the additional pretreatment. · The infiltration basins will provide primary water quality treatment for this development. · All proposed outlets will include erosion protection aprons to prevent erosion. 20233667.002A Page 7 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 On the Hyannisport Simmon’s Pond site, stormwater currently flows from west to east toward Simmons Pond. Under proposed conditions stormwater will continue to follow the existing drainage pattern. Infiltration basins will provide stormwater treatment for all new improvements and erosion protection as necessary. Pretreatment on this site will be provided via pea stone diaphragms. 5.2 STANDARD 2: PEAK RATE ATTENUATION Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. This Standard may be waived for discharges to land subject to coastal storm flowage as defined in 310 CMR 10.04. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The Project has been designed to comply with Standard 2. The infiltration basins on the Straightway and Hyannisport sites will mitigate the peak runoff rates under proposed conditions to be equal to or less than pre-development conditions. Areas that are not paved will be loamed and seeded at the end of construction. A HydroCAD analysis was performed on both existing and proposed conditions, attached under Appendix C. A summary of this analysis in relation to standard 2 is below: TABLE 1: PEAK FLOWS AT DESIGN POINT 1 (BEN’S POND) Design Storm Existing Peak Flow (cfs) Proposed Peak Flow (cfs) 1-Year 2.00 1.66 2-Year 2.37 1.97 5-Year 2.98 2.47 10-Year 3.49 3.01 25-Year 4.21 4.02 100-Year 5.93 5.49 100-Year 2070 9.44 8.38 TABLE 2: TOTAL VOLUMES AT DESIGN POINT 1 Design Storm Existing Total Storm Volume (ac-ft) Proposed Total Storm Volume (ac-ft) 1-Year 0.161 0.135 2-Year 0.193 0.163 5-Year 0.253 0.216 10-Year 0.310 0.265 20233667.002A Page 8 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 25-Year 0.399 0.340 100-Year 0.563 0.484 100-Year 2070 0.862 0.780 TABLE 3: PEAK FLOWS AT DESIGN POINT 2 (WEST OF STRAIGHTWAY SITE) Design Storm Existing Peak Flow (cfs) Proposed Peak Flow (cfs) 1-Year 0.65 0.00 2-Year 0.78 0.00 5-Year 0.98 0.00 10-Year 1.16 0.00 25-Year 1.39 0.02 100-Year 1.87 0.08 100-Year 2070 2.78 0.26 TABLE 4: TOTAL VOLUMES AT DESIGN POINT 2 Design Storm Existing Total Storm Volume (ac-ft) Proposed Total Storm Volume (ac-ft) 1-Year 0.051 0.000 2-Year 0.061 0.000 5-Year 0.080 0.001 10-Year 0.097 0.002 25-Year 0.123 0.005 100-Year 0.168 0.011 100-Year 2070 0.246 0.023 TABLE 5: PEAK FLOWS AT DESIGN POINT 3 (SIMMONS POND WETLANDS) Design Storm Existing Peak Flow (cfs) Proposed Peak Flow (cfs) 1-Year 0.75 0.42 2-Year 0.89 0.49 5-Year 1.12 0.62 10-Year 1.31 0.73 25-Year 1.58 0.88 100-Year 2.24 1.43 100-Year 2070 3.58 3.17 20233667.002A Page 9 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 TABLE 6: TOTAL VOLUMES AT DESIGN POINT 3 Design Storm Existing Total Storm Volume (ac-ft) Proposed Total Storm Volume (ac-ft) 1-Year 0.060 0.034 2-Year 0.073 0.041 5-Year 0.095 0.055 10-Year 0.117 0.070 25-Year 0.151 0.095 100-Year 0.213 0.146 100-Year 2070 0.325 0.240 The post-development peak rates and volumes are equal to or less than the peak rates under existing conditions for all the analyzed storm events. 5.3 STANDARD 3: STORMWATER RECHARGE Loss of annual recharge to groundwater shall be eliminated or minimized through the use of environmentally sensitive site design, low impact development techniques, stormwater management practices and good operation and maintenance. At a minimum, the annual recharge from the post- development site shall approximate the annual recharge from pre-development conditions based on soil types. This Standard is met when the stormwater management system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The Project has been designed to comply with Standard 3. The proposed infiltration basins have 29,468 cubic feet of storage and can infiltrate the required water quality volume as well as the 100-year storm event for most of the project site. The required recharge volume calculation is included below. TABLE 7: IMPERVIOUS AREA SUMMARY FOR STRAIGHTWAY STANDARD 3 Existing Impervious Area (sq. ft) Proposed Impervious Area (sq. ft) Change (sq. ft) 28,201 74,311 +46,110 TABLE 8: IMPERVIOUS AREA SUMMARY FOR HYANNISPORT/SIMMONS POND STANDARD 3 Existing Impervious Area (sq. ft) Proposed Impervious Area (sq. ft) Change (sq. ft) 10,408 10,729 +321 20233667.002A Page 10 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Both project sites are surrounded by Hydrologic Soil Group A soils. Per the Massachusetts Stormwater Handbook, a recharge rate of 0.6 inches (0.05 feet) shall be used for all impervious area in areas with Hydrologic Soil Group A, the highest recharge rate outlined in the definition of Standard 3. When this rate is applied to the proposed additional impervious area at the Straightway site (1.06 acres or 46,110 square feet), the required recharge volume is calculated to 2,305 cubic feet. When applied to the post construction additional impervious area on the Hyannisport Site (321 square feet), the required recharge volume is 16.05 cubic feet. The proposed stormwater management system for each site can store and infiltrate more than their respective required volumes. See Appendix E for stormwater storage calculations. TABLE 9: REQUIRED RECHARGE VOLUMES Design Point Required Recharge Provided Infiltration 1 (Ben’s Pond) 2,305.85 cf 2,391.42 cf 2 (West of Straightway) 0 cf 0 cf 3 (Simmons Pond Wetlands) 16.05 cf 193.5 cf 5.4 STANDARD 4: WATER QUALITY Stormwater management systems shall be designed to remove 80% of the average annual post- construction load of Total Suspended Solids (TSS). This Standard is met when: a) Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan, and thereafter are implemented and maintained. b) Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and c) Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The Project has been designed to comply with Standard 4. The project ultimately discharges to the Atlantic Ocean as part of the Cape Cod Watershed Table 9 shows the stormwater treatment provided for the proposed developments. Water Quality Volumes were calculated for the first 1.0” of runoff per the Massachusetts Stormwater Handbook new development standards. The provided water quality volume represents the volume of the first inch of runoff from the impervious area captured by the proposed treatment system. 20233667.002A Page 11 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 TABLE 9: REQUIRED WATER QUALITY VOLUME (WQV) AT STRAIGHTWAY SITE Watershed 1 (to Ben’s Pond) Area Required WQV Provided WQV Existing Total Impervious Area 38,609 sf 0 cf* 3,986 cf Proposed New Impervious Area (in addition to existing) 46,110 sf 3,842 cf *To Max. Extent Practicable Watershed 2 (West of Straightway) Area Required WQV Provided WQV Existing Total Impervious Area 0 sf 0 cf* 0 cf Proposed New Impervious Area (in addition to existing) 0 sf 0 cf *To Max. Extent Practicable TABLE 10: REQUIRED WATER QUALITY VOLUME (WQV) AT HYANNISPORT SITE Watershed 3 (to Simmons Pond Wetlands) Area Required WQV Provided WQV Existing Total Impervious Area 10,408 sf 0 cf* 322 cf Proposed Net New Impervious Area (in addition to existing) 321 sf 26.75 cf *To Max. Extent Practicable A Long-Term Pollution Prevention Plan (LTPPP) and Operation & Maintenance Plan is included in Appendix D. 5.5 STANDARD 5: LAND USES WITH HIGHER POTENTIAL POLLUTANT LOADS (LUHPPLS) For Land Uses with Higher Potential Pollutant Loads (LUHPPLs), source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. If through source control and/or pollution prevention all LUHPPLs cannot be completely protected from exposure to 20233667.002A Page 12 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 rain, snow, snow melt, and stormwater runoff, the proponent shall use the specific structural stormwater BMPs determined by the Department to be suitable for such uses as provided in the Massachusetts Stormwater Handbook. Stormwater discharges from LUHPPLs shall also comply with the requirements of the Massachusetts Clean Waters Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314 CMR 3.00, 314 CMR 4.00 and 314 CMR 5.00. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met There are no Land Uses with Higher Potential Pollutant Loads within the project area. 5.6 STANDARD 6: CRITICAL AREAS Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply and stormwater discharges near or to any other critical area require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas as provided in the Massachusetts Stormwater Handbook. A discharge is near a critical area if there is a strong likelihood of a significant impact occurring to said area, taking into account site-specific factors. Stormwater discharges to Outstanding Resource Waters and Special Resource Waters shall be removed and set back from the receiving water or wetland and receive the highest and best practical method of treatment. A “stormwater discharge” as defined in 314 CMR 3.04(2)(a)1 or (b), to an Outstanding Resource Water or Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00. Stormwater discharges to a Zone I or Zone A are prohibited unless essential to the operation of a public water supply. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The project is within a Zone I Wellhead Protection Area. However, the proposed infiltration basins, P-1 and P-3 are sized to accommodate the 100-year 24-hour storm event without discharging to the surrounding area. An emergency overflow weir is provided as a precautionary measure but is not anticipated to see flow up to and including the 100-year storm event. The other basins, P-2 and P-4 are sized to accommodate the maximum amount of stormwater runoff as practicable. These two basins are estimated to have capacity to accommodate up to the 25-year storm. During higher volume storm events, these basins will overflow via their proposed emergency overflow weirs. The additional stormwater treatment measures are sized to infiltrate stormwater to the maximum extent practicable. Additionally, the project proposed is essential to the operation of a public water supply. Thus, Standard 6 is met. 5.7 STANDARD 7: REDEVELOPMENTS AND OTHER PROJECTS SUBJECT TO THE STANDARDS ONLY TO THE MAXIMUM EXTENT PRACTICABLE 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 20233667.002A Page 13 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions. Straightway: Standard Not Assumed Hyannisport / Simmons Pond: Standard Not Assumed Although portions of the project may be considered redevelopment areas, all new impervious surfaces proposed as a result of construction activities are managed as new development. For the purposes of documentation of compliance with Massachusetts minimum stormwater standards, the Project has been considered a new development and subject to all Standards 1 through 10. 5.8 STANDARD 8: CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND SEDIMENTATION CONTROLS A plan to control construction-related impacts, including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met A sediment and erosion control plan has been appended to this memo. The plan conforms with the requirements of the Massachusetts Erosion Control The site plans call for the installation of sediment control barriers around the perimeter of the site to prevent off-site sediment transport. A construction exit will be provided to reduce transport of sediment off-site via construction traffic. All stockpiles will be surrounded with straw wattle during the earthwork phase of construction. A SWPPP has been prepared. During construction, the contractor will be required to address any erosion issues that appear as a result of land disturbance. This may include the installation of additional sediment barrier, temporary erosion control matting, or temporary seeding. Erosion control measures will be repaired as necessary during construction. The contractor will be required to install and maintain all erosion control measures in accordance with the Massachusetts Stormwater Handbook. Stormwater controls must be maintained in good operating condition until all disturbed soils are permanently stabilized. To ensure this, the following areas will be inspected by the Contractor every week and after every rainfall event of 0.5 inches or greater: The following standard maintenance practices will apply to the erosion and sedimentation controls for the project: • All erosion and sediment control measures will be properly maintained. If repairs or other maintenance is necessary, it will be initiated by the Contractor within 24 hours of report; 20233667.002A Page 14 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 • Straw Wattle will be inspected for depth of sediment, tears, to see if the fabric is securely attached to the fence posts, and to see that the fence posts are firmly in the ground; • Built up sediment will be removed from straw wattles when it has reached one-half the height of the fence and at end of the job; • Erosion control measures will be maintained for disturbed areas of the site that have not been stabilized; • Erosion control measures will be installed and maintained for the construction staging area, stockpiles, and material storage areas until those areas have been stabilized after construction; and, • Temporary and permanent seeding and planting will be inspected for bare spots, washouts, and healthy growth. If the inspections reveal the need for additional control devices to prevent erosion and sedimentation, the Contractor will promptly install additional protection devices as required. Control devices in need of repair will be repaired promptly after identification. A stockpile of 100 linear feet of straw wattles will be maintained on the site and under cover for emergency repairs and routine maintenance. The Owner (or their representative) will be responsible for preparing an inspection and maintenance report following each inspection and filing completed reports after maintenance action has taken place by the Contractor. The Contractor's superintendent will be responsible for maintenance and repair activities and completing and signing the maintenance action portion of inspection and maintenance reports. 5.9 STANDARD 9: OPERATION AND MAINTENANCE PLAN A Long-Term Operation and Maintenance (O&M) Plan shall be developed and implemented to ensure that stormwater management systems function as designed. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met An Operation & Maintenance Plan is referenced as Appendix D and is provided under separate cover. This O&M Plan conforms to the requirements of MassDEP and the Town of Barnstable Stormwater Management Rules and Regulations. 5.10 STANDARD 10: PROHIBITION OF ILLICIT DISCHARGES All illicit discharges to the stormwater management system are prohibited. Straightway: Standard Met 20233667.002A Page 15 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Hyannisport / Simmons Pond: Standard Met Illicit Discharge Statement The project’s stormwater management system, as shown on the plans submitted with this report, have been designed in full compliance with Standard 10. The project area does not have any known illicit connections. 6 BARNSTABLE DPW STORMWATER STANDARDS 6.1 NO NEW STORMWATER DISCHARGES No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or Waters of the Commonwealth. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met See Massachusetts Stormwater Handbook Standard 1 response above. 6.2 LOW IMPACT DEVELOPMENT (LID) Low Impact Development (LID) site planning and design strategies must be implemented unless infeasible in order to reduce the discharge of stormwater and development sites; Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met Low Impact Development site planning and design strategies are used to the maximum extent practicable. Tree and shrub clearing has been reduced to the maximum extent practicable. Infiltration practices are placed around the Straightway and Hyannisport/Simmons Pond sites to provide stormwater treatment and reduce discharge. 6.3 MASSACHUSETTS STORMWATER HANDBOOK Stormwater management system design shall be consistent with, or more stringent than, the requirements of the 2008, or most current version, of the Massachusetts Stormwater Handbook; Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The requirements set forth in the most current version of the Massachusetts Stormwater Handbook, dated 2008, were used during the stormwater design process. 20233667.002A Page 16 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 6.4 NEW DEVELOPMENT POLLUTANT REMOVAL Stormwater management systems on new development shall be optimized for nitrogen removal and designed to meet an average annual pollutant removal equivalent to 90% of the average annual load of Total Suspended Solids (TSS) related to the total post-construction impervious area on the site AND 60% of the average annual load of Total Phosphorous (TP) related to the total post-construction impervious surface area on the site. a) Average annual pollutant removal requirements in Section 903-7 B.(4) are achieved through one of the following methods: a. Installing BMPs / Structural Control Measures (SCMs) that meet the pollutant removal percentages based on calculations developed consistent with EPA Region 1’s BMP Accounting and Tracking Tool (2-16) or other BMP / SCM performance evaluation tool provided by EPA Region 1, where available. If EPA Region 1 tools do not address the planned or installed BMP / SCM performance, then any federally or State-approved BMP / SCM design guidance or performance standards (e.g., State stormwater handbooks and design guidance manuals) may be used to calculate BMP performance; or b. Retaining the volume of runoff equivalent to, or greater than, 1.0 inch multiplied by the total post-construction impervious surface area on the new development site; or c. Meeting a combination of retention and treatment that achieves the above standards; or d. Utilizing offsite mitigation that meets the above standards within the same USGS Hydrologic Unit Code (HUC)01 as the new development site. Straightway: Standard Met Hyannisport / Simmons Pond: Standard Met The proposed stormwater system is sized to retain and infiltrate at least 1.0-inches of stormwater runoff from new impervious area under post construction conditions. 6.5 REDEVELOPMENT POLLUTANT REMOVAL Stormwater management systems on redevelopment shall be optimized for nitrogen removal and designed to meet an average annual pollutant removal equivalent to 80% of the average annual load of Total Suspended Solids (TSS) related to the total post-construction impervious area on the site AND 50% of the average annual load of Total Phosphorous (TP) related to the total post-construction impervious surface area on the site. b) Average annual pollutant removal requirements in Section 903-7 B.(4) are achieved through one of the following methods: a. Installing BMPs / Structural Control Measures (SCMs) that meet the pollutant removal percentages based on calculations developed consistent with EPA Region 1’s BMP Accounting and Tracking Tool (2-16) or other BMP / SCM performance evaluation tool 20233667.002A Page 17 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 provided by EPA Region 1, where available. If EPA Region 1 tools do not address the planned or installed BMP / SCM performance, then any federally or State-approved BMP / SCM design guidance or performance standards (e.g., State stormwater handbooks and design guidance manuals) may be used to calculate BMP performance; or b. Retaining the volume of runoff equivalent to, or greater than, 0.8 inches multiplied by the total post-construction impervious surface area on the redevelopment site; or c. Meeting a combination of retention and treatment that achieves the above standards; or d. Utilizing offsite mitigation that meets the above standards within the same USGS Hydrologic Unit Code (HUC)01 as the redevelopment site. Straightway: Standard Not Assumed Hyannisport / Simmons Pond: Standard Not Assumed For the purposes of analysis, the sites have not been considered redevelopment sites. The project was designed to meet the new development standards referenced in Section 5.4 of this report. 6.6 REDEVELOPMENT ACTIVITIES Redevelopment activities that are exclusively limited to maintenance and improvement of existing roadways (including widening less than a single land, adding shoulders, correcting substandard intersections, improving existing drainage systems, and repaving projects) shall improve existing conditions where feasible and are exempt from part Section 903-7 B.(5). Roadway widening or improvements that increase the amount of impervious area on the redevelopment site by greater than or equal to a single land width that shall meet the requirements of Section 903-8 7. (5). Straightway: Standard Not Assumed Hyannisport / Simmons Pond: Standard Not Assumed The site is not considered a redevelopment site. The project was designed to meet the new development standards referenced in Section 5.4 of this report. 20233667.002A Page 18 of 18 December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Attachments: Appendix A – Stormwater Checklist Appendix B – Drainage Figures Appendix C – HydroCAD Analysis C.1 – Existing Conditions C.2 – Proposed Conditions Appendix D – Stormwater Operation and Maintenance Plan Appendix E – Water Quality Calculation Appendix F – Project Data: NOAA Rainfall and NRCS Web Soil Survey Appendix G – Boring Logs Appendix H – Groundwater Table Worksheet 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix A Stormwater Checklist Stormwater Checklist Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Underground infiltration system, infiltration basins 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 SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Barnstable SWCheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix B Drainage Figures 3030282929313128272621201 9 1716163 0 30 28 29 25 22 2324 26 27 21 20 24 23 17181 9 20 21 22 23 20 19 18 17 1819 20 212224 2523 31 2 930282 7 2 6 3332 3131313131 32 2 0 20201 9 19 2121 21222 3 26 252423 27 3 2313029 28 27 26 25 24 23 22 21 30 29 EXISTING WATER STORAGE TANKGRAV E L DR IV EWA Y STRAIGHTWAY FACILITY BUILDING PUMPSTATIONUP# 20" DEC 22" DEC 12" DEC 6" DEC 10" DEC 8" EVR10" EVR12" EVR 14" EVR 22" EVR UP# 43.9'38.6'27.5'TRANSFORMER RIP-RAP (TYP) UNDERGROUND ELECTRIC LOCATION APPROXIMATE EMH NO ACCESS EXISTING GAS LINE LOCATION APPROXIMATE DMHs - 8' LEACH PIT RIM = 22.5' INTERCONNECT = ± 19.2' BOTTOM STONE= ± 14.9' DMH - 8' LEACH PIT RIM = 22.6' INV (IN)= ± 19.5' INTERCONNECT= ± 19.6' BOTTOM STONE= ± 14.9' 12" CORRUGATED HDPECHAINLINK FENCE (TYP)CHAI N L I N K F E N C E ( T Y P ) CHAINLINK FENCE (TYP) UP#3 EMH (2) 2.5" PVC CONDUITS IN/OUT FFE = ± 23.2'FFE = ± 23.9' FFE = ± 32.7' 6" GATE VALVE TREELINE (TYP)TREELINE (TYP)TREELINE (TYP) EMH NO ACCESS EMH (6) 2.5" PVC CONDUITS IN/OUT UNDE R G R O U N D E L E C T R I C L O C A T I O N A P P R O X I M A T E FRO M R E C O R D P L A N S CONCRETE BOUND FOUND CONCRETE BOUNDS FOUND HELD POSITION S T R A I G H T W A Y (P U B L I C W A Y - 4 0 ' W I D E ) 6" CAST IRON DRAIN INV = ±26'Δ400' WELLHEAD PROTECTION LIMIT 400' WELLHEAD PROTECTION LIMIT 400' WELLHEAD PROTECTION LIMIT IRON ROD SET 8" PERFORATED PIPE NOT OBSERVED LOCATION FROM RECORD PLANS(2) 1" ELECTRIC CONDUITS UNDERGROUND B-1 B-2 B-3 B-4 OW B-6 B-7 B-5 B-8 OW TBM TOP OF CONCRETE LIGHTPOLE BASE ELEV. = 31.77' TBM- WESTERLY HYDRANT FLANGE BOLT ELEV. = 24.36' TBM TOP OF CONCRETE PAD ELEV. = 32.49' EXISTING GAC CONTACTORS TO EXISTING STRAIGHTWAY BUILDINGEXISTING BOOSTER PUMP STATION 12.6' EXIST. CHLORINE SHED FENCE GATE (TYP.) EDGE OF WETLAND (TYP.) GRAVEL DRIVEWAY GATE INTERCOM GATE INTERCOM 18" DRAIN 8" DI WATER MAIN LOCATION APPROXIMATE EXISTING 10" AC WATER MAIN EXISTING 8" DI 8" DI WATER MAIN 12" CAST IRON 8" DI WATER CB RIM= 21.2' NO VISIBLE INV GRAVEL BACKWASH BASIN BOTTOM ELEV. = ± 25.9' GATE MOTOR FROM BOOSTER TO HYDRANT TO TANK GRAVEL AREA FILTER TANKS 12" DI WATER MAIN APPROXIMATE LOCATION OF COUPLING EXISTING 12" DI WATER MAIN BENS POND MASS GIS LOCATION PAVED DRIVEWAY PAVED DRIVEWAY EXISTING OVERFLOW SPILLWAY CHAI N L I N K F E N C E ( T Y P ) ACCESS GATE ACCESS GATE 30 27 28293132 CANDL E WI C K L A N E APPRO X. R O W 10' SIDE YARD SETBACK20 ' FRONT YARD SETBACK 10' SIDE YAR D S E T B A C K BENS POND EX-1 EX-2 EX-3 D-101 1 STRAIGHTWAY EXISTING DRAINAGE MAP NOT FOR CONSTRUCTION SCALE IN FEET 0 30 60 90 SCALE: 1" = 30' N TB MD/MPS TB/GAA GAA - One Beacon Street, Suite 8100 Boston, MA 02108 Phone: 617-497-7800 www.kleinfelder.com REV DESCRIPTION DSN DWN CHK APP DATE REVISIONS WATER SUPPLY DIVISION 47 OLD YARMOUTH ROAD HYANNIS, MA 02601 24003062.001APROJECT NO. ISSUE DATE CURRENT REVISION DESIGNED BY DRAWN BY CHECKED BY APPROVED BY 11/22/2024PLOTTED:SHEET TOWN OF BARNSTABLE DPW of 28 ORIGINAL DRAWING SIZE IS 22 x 34 SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY 0 1" WATER TREATMENT FACILITY STRAIGHTWAY 3030282929313128272621201 9 1716163 0 30 28 29 25 22 2324 26 27 21 20 24 23 17181 9 20 21 22 23 20 19 18 17 1819 20 212224 2523 31 2 930282 7 2 6 3332 3131313131 32 2 0 20201 9 19 2121 21222 3 26 252423 27 3 2313029 28 27 26 25 24 23 22 21 30 29 EXISTING WATER STORAGE TANKGRAV E L DR IV EWA Y STRAIGHTWAY FACILITY BUILDING PUMPSTATION20" DEC 22" DEC 12" DEC 6" DEC 10" DEC 8" EVR10" EVR12" EVR 14" EVR 22" EVR 43.9'38.6'27.5'EXISTING GAS LINE LOCATION APPROXIMATE CHAINLINK FENCE (TYP)CHAI N L I N K F E N C E ( T Y P ) CHAINLINK FENCE (TYP) FFE = ± 23.2'FFE = ± 23.9' FFE = ± 32.7' TREELINE (TYP)TREELINE (TYP)TREELINE (TYP) CONCRETE BOUND FOUND CONCRETE BOUNDS FOUND HELD POSITION S T R A I G H T W A Y (P U B L I C W A Y - 4 0 ' W I D E )Δ400' WELLHEAD PROTECTION LIMIT 400' WELLHEAD PROTECTION LIMIT 400' WELLHEAD PROTECTION LIMIT IRON ROD SET B-1 B-2 B-3 B-4 OW B-6 B-7 B-5 B-8 OW TBM TOP OF CONCRETE LIGHTPOLE BASE ELEV. = 31.77' TBM- WESTERLY HYDRANT FLANGE BOLT ELEV. = 24.36' TBM TOP OF CONCRETE PAD ELEV. = 32.49'TO EXISTING STRAIGHTWAY BUILDINGEXISTING BOOSTER PUMP STATION 12.6' FENCE GATE (TYP.) EDGE OF WETLAND (TYP.) GRAVEL DRIVEWAY GRAVEL GRAVEL AREA CHAI N L I N K F E N C E ( T Y P ) 30 27 28293132 CANDL E WI C K L A N E APPRO X. R O W 10' SIDE YARD SETBACK20 ' FRONT YARD SETBACK 10' SIDE YAR D S E T B A C K BENS POND 32.40 30.90 31.92 31.65 31.60 30.90 30.10 30.90 31' 30' 29' 28' 27' 26' 25' 24' 23'31'30'30' 29' 28' 27' 26' 25' 24' 23' 22' 31' 2 5 ' 2 0 ' 3 1 ' 24' 21' 20'30'28'29' 31'31'31.60 31.50 31.20 31.50 31.6 32' 31.95 31.95 31.95 31.95 31.95 31.9531.95 31.80 30.40 22.10 22.40 22.20 23'26'PR-1 PR-2 PR-6 PR-3 PR-4 P-1 P-2 ST-1 PR-5 D-102 2 STRAIGHTWAY PROPOSED DRAINAGE MAP NOT FOR CONSTRUCTION SCALE IN FEET 0 30 60 90 SCALE: 1" = 30' N TB MD/MPS TB/GAA GAA One Beacon Street, Suite 8100 Boston, MA 02108 Phone: 617-497-7800 www.kleinfelder.com REV DESCRIPTION DSN DWN CHK APP DATE REVISIONS WATER SUPPLY DIVISION 47 OLD YARMOUTH ROAD HYANNIS, MA 02601 24003062.001APROJECT NO. ISSUE DATE CURRENT REVISION DESIGNED BY DRAWN BY CHECKED BY APPROVED BY 11/22/2024PLOTTED:SHEET TOWN OF BARNSTABLE DPW of 28 ORIGINAL DRAWING SIZE IS 22 x 34 SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY 0 1" WATER TREATMENT FACILITY STRAIGHTWAY 8910111213141517 18 14 13 12111010109811121314 15 14131618 20201 918 1 7 1 6 15 14 1 4 1 4 13121110987 7 89 10 11 11 1 1 1091011 12 13 14 13 12 11 1125242322 2120191817 1616 1522 21 201918 17 BITUMINOUS PAVEMENT 27.0'39. 3 ' SI M M O N S P O N D (LO C A T I O N M A S S G I S ) HALLS BROOK SIMMONS POND WELL STATION BANK FLAGS BF1-9 DELINEATED BY LUCAS ENVIRONMENTAL 11/29/2023 CO B B L E S T O N E STRI P TREE LI N E (TYP. ) 20.0'16.0'TREELINE (TYP.) HY A N N I S P O R T WE L L ST A T I O N FFE = ± 1 4 . 7 ' FFE = ± 9.7' CB INV = ± 6 . 8 ' CB INV = ± 8 . 0 ' CONCRETE HEADWALL CULVERT SMI T H S T R E E T (PU B L I C W A Y - 4 0 ' W I D E ) FLOW 400' EXISTING WELLHEAD PROTECTION LIMIT 400' EXISTING WELLHEAD PROTECTION LIMIT CHAIN LINK FENC E ( T Y P ) BIT U M I N O U S PA V E M E N T FEMA FLOOD ZONE XBOUNDARYB-9 B-1 0 TBM - SOUTH-EASTERLY HYDRANT FLANGE BOLT ELEV. = 17.77' TBM - SOUTH-EASTERLY HYDRANT FLANGE BOLT ELEV. = 13.61' SP- 0 3 SP- 0 3 A - O W HP- 0 2 B HP- 0 2 B - O W GRAVEL PARKING AREA PLANTER AREA W/STONE WALL PERIMETER EXISTING ACCESS GATE 20' F R O N T Y A R D S E T B A C K10' SIDE YARD SETBACK10' SIDE YARD SETBACK400' REPLACEMENT WELLHEAD PROTECTION LIMIT 400' REPLACEMENT WELLHEAD PROTECTION LIMIT EX-4 D-201 3 HYANNISPORT - SIMMONS POND EXISTING DRAINAGE MAP SCALE IN FEET 0 30 60 90 SCALE: 1" = 30' NOT FOR CONSTRUCTION N TB MD/MPS TB/GAA GAA One Beacon Street, Suite 8100 Boston, MA 02108 Phone: 617-497-7800 www.kleinfelder.com REV DESCRIPTION DSN DWN CHK APP DATE REVISIONS WATER SUPPLY DIVISION 47 OLD YARMOUTH ROAD HYANNIS, MA 02601 24003062.001APROJECT NO. ISSUE DATE CURRENT REVISION DESIGNED BY DRAWN BY CHECKED BY APPROVED BY 11/22/2024PLOTTED:SHEET TOWN OF BARNSTABLE DPW of 28 ORIGINAL DRAWING SIZE IS 22 x 34 SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY 0 1" WATER TREATMENT FACILITY STRAIGHTWAY 8910111213141517 18 14 13 12111010109811121314 15 14131618 20201 918 1 7 1 6 15 14 1 4 1 4 13121110987 7 89 10 11 11 1 1 1091011 12 13 14 13 12 11 1125242322 2120191817 1616 1522 21 201918 17 BITUMINOUS PAVEMENT SI M M O N S P O N D (LO C A T I O N M A S S G I S ) HALLS BROOK CO B B L E S T O N E STRI P CB INV = ± 6 . 8 ' CB INV = ± 8 . 0 ' CONCRETE HEADWALL CULVERT SMI T H S T R E E T (PU B L I C W A Y - 4 0 ' W I D E ) FLOW 400' EXISTING WELLHEAD PROTECTION LIMIT 400' EXISTING WELLHEAD PROTECTION LIMIT CHAIN LINK FENC E ( T Y P ) BIT U M I N O U S PA V E M E N T FEMA FLOOD ZONE XBOUNDARYB-9 B-1 0 SP- 0 3 SP- 0 3 A - O W HP- 0 2 B HP- 0 2 B - O W 20' F R O N T Y A R D S E T B A C K10' SIDE YARD SETBACK10' SIDE YARD SETBACK400' REPLACEMENT WELLHEAD PROTECTION LIMIT 400' REPLACEMENT WELLHEAD PROTECTION LIMIT 11'16' 17' 20' 19' 15'14' 18' 16' 13' 12' 11' 19' 21'12'20' 15' 15.50 14.50 14.60 15.60 22' 14' 16.80 15.40 17.00 18' 14' 17' 14.00 14.00 14'17'16'15'14'16.40 13'12' 17.5 14 ' 12 ' 15.90 15.90 14.60 14.60 13.8013.30 HYANNISPORT PUMP STATION BUILDING FFE = 18.5' APPROX. 702 SF SIMMONS POND PUMP STATION BUILDING FFE = 18.5' STORMWATER INFILTRATION BASIN C VOLUME = 1,087CF GRADE EXISTING TOPOGRAPHY TO DRAIN TO STORMWATER BASIN STORMWATER INFILTRATION BASIN D VOLUME = 777 CF EMERGENCY OVERFLOW WEIR WITH OUTLET EROSION PROTECTION ELEV = 14.0 PR-7 PR-8 PR-9 P-3 P-4 PEA GRAVEL DIAPHRAGM PEA GRAVEL DIAPHRAGM D-202 4 HYANNISPORT - SIMMONS POND PROPOSED DRAINAGE MAP SCALE IN FEET 0 30 60 90 SCALE: 1" = 30' NOT FOR CONSTRUCTION N TB MD/MPS TB/GAA GAA One Beacon Street, Suite 8100 Boston, MA 02108 Phone: 617-497-7800 www.kleinfelder.com REV DESCRIPTION DSN DWN CHK APP DATE REVISIONS WATER SUPPLY DIVISION 47 OLD YARMOUTH ROAD HYANNIS, MA 02601 24003062.001APROJECT NO. ISSUE DATE CURRENT REVISION DESIGNED BY DRAWN BY CHECKED BY APPROVED BY 11/22/2024PLOTTED:SHEET TOWN OF BARNSTABLE DPW of 28 ORIGINAL DRAWING SIZE IS 22 x 34 SCALE VERIFICATION THIS BAR IS 1 INCH IN LENGTH ON ORIGINAL DRAWING IF IT'S NOT 1 INCH ON THIS SHEET ADJUST YOUR SCALES ACCORDINGLY 0 1" WATER TREATMENT FACILITY STRAIGHTWAY 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix C HydroCAD Analysis 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix C.1 Existing Conditions Barnstable Straighway Existing Conditions Barnstable Hyannisport and Simmons Pond Proposed Conditions EX-1 North EX-2 Overland to East EX-3 Overland to West EX-4 HPSP EX DP-1 Ben's Pond Wetland Complex DP-2 West properties DP-3 Simmon's Pond Wetlands Routing Diagram for Barnstable Straightway Existing Drainage Prepared by Kleinfelder, Printed 11/13/2024 HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 2HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year Type III 24-hr Default 24.00 1 2.87 2 2 2-Year Type III 24-hr Default 24.00 1 3.39 2 3 5-Year Type III 24-hr Default 24.00 1 4.24 2 4 10-Year Type III 24-hr Default 24.00 1 4.95 2 5 25-Year Type III 24-hr Default 24.00 1 5.92 2 6 100-Year Type III 24-hr Default 24.00 1 7.41 2 7 100-Year 2070 Type III 24-hr Default 24.00 1 9.70 2 Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 3HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.087 39 >75% Grass cover, Good, HSG A (EX-1, EX-2, EX-3, EX-4) 0.380 96 Gravel surface, HSG A (EX-1, EX-2, EX-3, EX-4) 0.579 98 Impervious, HSG A (EX-1) 0.239 98 Unconnected pavement, HSG A (EX-4) 0.069 98 Unconnected roofs, HSG A (EX-2, EX-3) 1.405 30 Woods, Good, HSG A (EX-1, EX-2, EX-3, EX-4) 4.758 52 TOTAL AREA Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 4HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=0.92"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=1.92 cfs 0.154 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.08"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.08 cfs 0.006 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=0.87"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=0.65 cfs 0.051 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=0.66"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=0.75 cfs 0.060 af Inflow=2.00 cfs 0.161 afLink DP-1: Ben's Pond Wetland Complex Primary=2.00 cfs 0.161 af Inflow=0.65 cfs 0.051 afLink DP-2: West properties Primary=0.65 cfs 0.051 af Inflow=0.75 cfs 0.060 afLink DP-3: Simmon's Pond Wetlands Primary=0.75 cfs 0.060 af Total Runoff Area = 4.758 ac Runoff Volume = 0.272 af Average Runoff Depth = 0.69" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 5HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 1.92 cfs @ 12.09 hrs, Volume= 0.154 af, Depth= 0.92" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 0.08" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 0.65 cfs @ 12.09 hrs, Volume= 0.051 af, Depth= 0.87" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 6HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 0.75 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 0.66" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 0.65" for 1-Year event Inflow = 2.00 cfs @ 12.09 hrs, Volume= 0.161 af Primary = 2.00 cfs @ 12.09 hrs, Volume= 0.161 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 7HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 0.87" for 1-Year event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 0.051 af Primary = 0.65 cfs @ 12.09 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 0.66" for 1-Year event Inflow = 0.75 cfs @ 12.09 hrs, Volume= 0.060 af Primary = 0.75 cfs @ 12.09 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 8HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=1.10"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=2.28 cfs 0.185 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.10"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.10 cfs 0.008 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=1.05"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=0.78 cfs 0.061 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=0.79"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=0.89 cfs 0.073 af Inflow=2.37 cfs 0.193 afLink DP-1: Ben's Pond Wetland Complex Primary=2.37 cfs 0.193 af Inflow=0.78 cfs 0.061 afLink DP-2: West properties Primary=0.78 cfs 0.061 af Inflow=0.89 cfs 0.073 afLink DP-3: Simmon's Pond Wetlands Primary=0.89 cfs 0.073 af Total Runoff Area = 4.758 ac Runoff Volume = 0.327 af Average Runoff Depth = 0.82" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 9HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 2.28 cfs @ 12.09 hrs, Volume= 0.185 af, Depth= 1.10" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 0.10" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 0.78 cfs @ 12.09 hrs, Volume= 0.061 af, Depth= 1.05" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 10HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 0.89 cfs @ 12.09 hrs, Volume= 0.073 af, Depth= 0.79" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 0.78" for 2-Year event Inflow = 2.37 cfs @ 12.09 hrs, Volume= 0.193 af Primary = 2.37 cfs @ 12.09 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 11HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 1.05" for 2-Year event Inflow = 0.78 cfs @ 12.09 hrs, Volume= 0.061 af Primary = 0.78 cfs @ 12.09 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 0.79" for 2-Year event Inflow = 0.89 cfs @ 12.09 hrs, Volume= 0.073 af Primary = 0.89 cfs @ 12.09 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 12HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=1.43"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=2.86 cfs 0.241 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.15"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.12 cfs 0.012 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=1.37"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=0.98 cfs 0.080 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=1.03"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=1.12 cfs 0.095 af Inflow=2.98 cfs 0.253 afLink DP-1: Ben's Pond Wetland Complex Primary=2.98 cfs 0.253 af Inflow=0.98 cfs 0.080 afLink DP-2: West properties Primary=0.98 cfs 0.080 af Inflow=1.12 cfs 0.095 afLink DP-3: Simmon's Pond Wetlands Primary=1.12 cfs 0.095 af Total Runoff Area = 4.758 ac Runoff Volume = 0.428 af Average Runoff Depth = 1.08" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 13HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 2.86 cfs @ 12.09 hrs, Volume= 0.241 af, Depth= 1.43" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.12 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 0.15" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 0.98 cfs @ 12.09 hrs, Volume= 0.080 af, Depth= 1.37" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 14HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 1.12 cfs @ 12.09 hrs, Volume= 0.095 af, Depth= 1.03" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 1.03" for 5-Year event Inflow = 2.98 cfs @ 12.09 hrs, Volume= 0.253 af Primary = 2.98 cfs @ 12.09 hrs, Volume= 0.253 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 15HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 1.37" for 5-Year event Inflow = 0.98 cfs @ 12.09 hrs, Volume= 0.080 af Primary = 0.98 cfs @ 12.09 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 1.03" for 5-Year event Inflow = 1.12 cfs @ 12.09 hrs, Volume= 0.095 af Primary = 1.12 cfs @ 12.09 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 16HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=1.74"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=3.35 cfs 0.293 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.21"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.14 cfs 0.017 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=1.66"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=1.16 cfs 0.097 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=1.27"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=1.31 cfs 0.117 af Inflow=3.49 cfs 0.310 afLink DP-1: Ben's Pond Wetland Complex Primary=3.49 cfs 0.310 af Inflow=1.16 cfs 0.097 afLink DP-2: West properties Primary=1.16 cfs 0.097 af Inflow=1.31 cfs 0.117 afLink DP-3: Simmon's Pond Wetlands Primary=1.31 cfs 0.117 af Total Runoff Area = 4.758 ac Runoff Volume = 0.524 af Average Runoff Depth = 1.32" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 17HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 3.35 cfs @ 12.09 hrs, Volume= 0.293 af, Depth= 1.74" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 0.21" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 1.16 cfs @ 12.09 hrs, Volume= 0.097 af, Depth= 1.66" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 18HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 1.31 cfs @ 12.09 hrs, Volume= 0.117 af, Depth= 1.27" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 1.26" for 10-Year event Inflow = 3.49 cfs @ 12.09 hrs, Volume= 0.310 af Primary = 3.49 cfs @ 12.09 hrs, Volume= 0.310 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 19HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 1.66" for 10-Year event Inflow = 1.16 cfs @ 12.09 hrs, Volume= 0.097 af Primary = 1.16 cfs @ 12.09 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 1.27" for 10-Year event Inflow = 1.31 cfs @ 12.09 hrs, Volume= 0.117 af Primary = 1.31 cfs @ 12.09 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 20HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=2.21"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=4.04 cfs 0.371 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.36"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.18 cfs 0.028 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=2.10"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=1.39 cfs 0.123 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=1.64"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=1.58 cfs 0.151 af Inflow=4.21 cfs 0.399 afLink DP-1: Ben's Pond Wetland Complex Primary=4.21 cfs 0.399 af Inflow=1.39 cfs 0.123 afLink DP-2: West properties Primary=1.39 cfs 0.123 af Inflow=1.58 cfs 0.151 afLink DP-3: Simmon's Pond Wetlands Primary=1.58 cfs 0.151 af Total Runoff Area = 4.758 ac Runoff Volume = 0.673 af Average Runoff Depth = 1.70" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 21HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 4.04 cfs @ 12.09 hrs, Volume= 0.371 af, Depth= 2.21" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.18 cfs @ 12.10 hrs, Volume= 0.028 af, Depth= 0.36" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 1.39 cfs @ 12.09 hrs, Volume= 0.123 af, Depth= 2.10" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 22HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 1.58 cfs @ 12.09 hrs, Volume= 0.151 af, Depth= 1.64" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 1.62" for 25-Year event Inflow = 4.21 cfs @ 12.09 hrs, Volume= 0.399 af Primary = 4.21 cfs @ 12.09 hrs, Volume= 0.399 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 23HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 2.10" for 25-Year event Inflow = 1.39 cfs @ 12.09 hrs, Volume= 0.123 af Primary = 1.39 cfs @ 12.09 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 1.64" for 25-Year event Inflow = 1.58 cfs @ 12.09 hrs, Volume= 0.151 af Primary = 1.58 cfs @ 12.09 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 24HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=3.01"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=5.56 cfs 0.507 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=0.72"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=0.38 cfs 0.056 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=2.87"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=1.87 cfs 0.168 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=2.31"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=2.24 cfs 0.213 af Inflow=5.93 cfs 0.563 afLink DP-1: Ben's Pond Wetland Complex Primary=5.93 cfs 0.563 af Inflow=1.87 cfs 0.168 afLink DP-2: West properties Primary=1.87 cfs 0.168 af Inflow=2.24 cfs 0.213 afLink DP-3: Simmon's Pond Wetlands Primary=2.24 cfs 0.213 af Total Runoff Area = 4.758 ac Runoff Volume = 0.943 af Average Runoff Depth = 2.38" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 25HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 5.56 cfs @ 12.09 hrs, Volume= 0.507 af, Depth= 3.01" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 0.38 cfs @ 12.11 hrs, Volume= 0.056 af, Depth= 0.72" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 1.87 cfs @ 12.09 hrs, Volume= 0.168 af, Depth= 2.87" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 26HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 2.24 cfs @ 12.09 hrs, Volume= 0.213 af, Depth= 2.31" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 2.29" for 100-Year event Inflow = 5.93 cfs @ 12.09 hrs, Volume= 0.563 af Primary = 5.93 cfs @ 12.09 hrs, Volume= 0.563 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 27HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 2.87" for 100-Year event Inflow = 1.87 cfs @ 12.09 hrs, Volume= 0.168 af Primary = 1.87 cfs @ 12.09 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 2.31" for 100-Year event Inflow = 2.24 cfs @ 12.09 hrs, Volume= 0.213 af Primary = 2.24 cfs @ 12.09 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 28HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=87,931 sf 28.67% Impervious Runoff Depth=4.42"Subcatchment EX-1: North Tc=6.0 min CN=WQ Runoff=8.46 cfs 0.744 af Runoff Area=40,687 sf 2.78% Impervious Runoff Depth=1.52"Subcatchment EX-2: Overland to East Tc=6.0 min UI Adjusted CN=WQ Runoff=1.01 cfs 0.118 af Runoff Area=30,560 sf 6.08% Impervious Runoff Depth=4.21"Subcatchment EX-3: Overland to West Tc=6.0 min UI Adjusted CN=WQ Runoff=2.78 cfs 0.246 af Runoff Area=48,091 sf 21.64% Impervious Runoff Depth=3.54"Subcatchment EX-4: HPSP EX Tc=6.0 min UI Adjusted CN=WQ Runoff=3.58 cfs 0.325 af Inflow=9.44 cfs 0.862 afLink DP-1: Ben's Pond Wetland Complex Primary=9.44 cfs 0.862 af Inflow=2.78 cfs 0.246 afLink DP-2: West properties Primary=2.78 cfs 0.246 af Inflow=3.58 cfs 0.325 afLink DP-3: Simmon's Pond Wetlands Primary=3.58 cfs 0.325 af Total Runoff Area = 4.758 ac Runoff Volume = 1.433 af Average Runoff Depth = 3.61" 81.37% Pervious = 3.872 ac 18.63% Impervious = 0.886 ac Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 29HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment EX-1: North Runoff = 8.46 cfs @ 12.09 hrs, Volume= 0.744 af, Depth= 4.42" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description * 25,213 98 Impervious, HSG A 5,774 96 Gravel surface, HSG A 13,096 30 Woods, Good, HSG A 43,848 39 >75% Grass cover, Good, HSG A 87,931 Weighted Average 62,718 42 71.33% Pervious Area 25,213 98 28.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-2: Overland to East Runoff = 1.01 cfs @ 12.12 hrs, Volume= 0.118 af, Depth= 1.52" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Adj Description 25,832 30 30 Woods, Good, HSG A 1,131 98 98 Unconnected roofs, HSG A 166 96 96 Gravel surface, HSG A 13,558 39 39 >75% Grass cover, Good, HSG A 40,687 Weighted Average 39,556 33 33 97.22% Pervious Area 1,131 98 98 2.78% Impervious Area 1,131 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-3: Overland to West Runoff = 2.78 cfs @ 12.09 hrs, Volume= 0.246 af, Depth= 4.21" Routed to Link DP-2 : West properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 30HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 9,063 30 30 Woods, Good, HSG A 1,857 98 98 Unconnected roofs, HSG A 8,930 96 96 Gravel surface, HSG A 10,710 39 39 >75% Grass cover, Good, HSG A 30,560 Weighted Average 28,703 54 54 93.92% Pervious Area 1,857 98 98 6.08% Impervious Area 1,857 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment EX-4: HPSP EX Runoff = 3.58 cfs @ 12.10 hrs, Volume= 0.325 af, Depth= 3.54" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Adj Description 10,408 98 98 Unconnected pavement, HSG A 1,691 96 96 Gravel surface, HSG A 13,201 30 30 Woods, Good, HSG A 22,791 39 39 >75% Grass cover, Good, HSG A 48,091 Weighted Average 37,683 38 38 78.36% Pervious Area 10,408 98 98 21.64% Impervious Area 10,408 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 2.953 ac, 20.48% Impervious, Inflow Depth = 3.50" for 100-Year 2070 event Inflow = 9.44 cfs @ 12.10 hrs, Volume= 0.862 af Primary = 9.44 cfs @ 12.10 hrs, Volume= 0.862 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Existing Drainage Printed 11/13/2024Prepared by Kleinfelder Page 31HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-2: West properties Inflow Area = 0.702 ac, 6.08% Impervious, Inflow Depth = 4.21" for 100-Year 2070 event Inflow = 2.78 cfs @ 12.09 hrs, Volume= 0.246 af Primary = 2.78 cfs @ 12.09 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 21.64% Impervious, Inflow Depth = 3.54" for 100-Year 2070 event Inflow = 3.58 cfs @ 12.10 hrs, Volume= 0.325 af Primary = 3.58 cfs @ 12.10 hrs, Volume= 0.325 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix C.2 Proposed Conditions Barnstable Straighway Proposed Conditions Barnstable Hyannisport and Simmons Pond Proposed Conditions PR-1 Overland to Bens Pond PR-2 Overland to Northwest Basin PR-3 Northeastern Driveway PR-4 Overland to Southeast Basin PR-5 Overland to West PR-6 Overland to West PR-7 HPSP Prop PR-8 HP Building Area PR-9 SP Building Area CB-1 CB Double Grate CB P-1 Infiltration Basin 1 P-2 Infiltration Basin 2 P-3 Infiltration Basin 3 P-4 Infiltration Basin 4 ST-1 Infiltration System 1 DP-1 Ben's Pond Wetland Complex DP-2 West Properties DP-3 Simmon's Pond Wetlands Routing Diagram for Barnstable Straightway Proposed Drainage Prepared by Kleinfelder, Printed 11/20/2024 HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 2HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year Type III 24-hr Default 24.00 1 2.87 2 2 2-Year Type III 24-hr Default 24.00 1 3.39 2 3 5-Year Type III 24-hr Default 24.00 1 4.24 2 4 10-Year Type III 24-hr Default 24.00 1 4.95 2 5 25-Year Type III 24-hr Default 24.00 1 5.92 2 6 100-Year Type III 24-hr Default 24.00 1 7.41 2 7 100-Year 2070 Type III 24-hr Default 24.00 1 9.70 2 Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 3HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.282 39 >75% Grass cover, Good, HSG A (PR-1, PR-2, PR-3, PR-7, PR-8, PR-9) 0.026 96 Gravel surface, HSG A (PR-1, PR-2, PR-4) 0.498 39 Pasture/grassland/range, Good, HSG A (PR-4, PR-5, PR-6) 0.968 98 Paved parking, HSG A (PR-3, PR-4, PR-5) 0.984 98 Unconnected pavement, HSG A (PR-1, PR-2, PR-7, PR-8, PR-9) 4.758 64 TOTAL AREA Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 4HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=1.03"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=1.66 cfs 0.135 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=0.72"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=0.38 cfs 0.030 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=1.28"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.24 cfs 0.020 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=1.57"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=1.09 cfs 0.088 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=2.25"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=1.32 cfs 0.107 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=0.51"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=0.42 cfs 0.034 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=0.54"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.11 cfs 0.009 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=1.23"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.14 cfs 0.012 af Peak Elev=27.02' Inflow=1.32 cfs 0.107 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=1.32 cfs 0.107 af Peak Elev=20.70' Storage=2,054 cf Inflow=1.70 cfs 0.138 afPond P-1: Infiltration Basin 1 Discarded=0.18 cfs 0.138 af Primary=0.00 cfs 0.000 af Outflow=0.18 cfs 0.138 af Peak Elev=21.88' Storage=1,806 cf Inflow=1.09 cfs 0.088 afPond P-2: Infiltration Basin 2 Discarded=0.08 cfs 0.089 af Primary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.089 af Peak Elev=12.34' Storage=105 cf Inflow=0.11 cfs 0.009 afPond P-3: Infiltration Basin 3 Discarded=0.02 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.009 af Peak Elev=12.81' Storage=183 cf Inflow=0.14 cfs 0.012 afPond P-4: Infiltration Basin 4 Discarded=0.02 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.012 af Peak Elev=21.90' Storage=329 cf Inflow=0.24 cfs 0.020 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.020 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.020 af Inflow=1.66 cfs 0.135 afLink DP-1: Ben's Pond Wetland Complex Primary=1.66 cfs 0.135 af Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 5HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.00 cfs 0.000 afLink DP-2: West Properties Primary=0.00 cfs 0.000 af Inflow=0.42 cfs 0.034 afLink DP-3: Simmon's Pond Wetlands Primary=0.42 cfs 0.034 af Total Runoff Area = 4.758 ac Runoff Volume = 0.435 af Average Runoff Depth = 1.10" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 6HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 1.66 cfs @ 12.09 hrs, Volume= 0.135 af, Depth= 1.03" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 0.72" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 1.28" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 7HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 1.09 cfs @ 12.09 hrs, Volume= 0.088 af, Depth= 1.57" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 1.32 cfs @ 12.09 hrs, Volume= 0.107 af, Depth= 2.25" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 8HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 0.42 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 0.51" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 0.54" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 9HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 1.23" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 2.25" for 1-Year event Inflow = 1.32 cfs @ 12.09 hrs, Volume= 0.107 af Outflow = 1.32 cfs @ 12.09 hrs, Volume= 0.107 af, Atten= 0%, Lag= 0.0 min Primary = 1.32 cfs @ 12.09 hrs, Volume= 0.107 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.02' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 10HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=1.29 cfs @ 12.09 hrs HW=27.01' TW=20.37' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.29 cfs @ 2.43 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 1.53" for 1-Year event Inflow = 1.70 cfs @ 12.09 hrs, Volume= 0.138 af Outflow = 0.18 cfs @ 12.79 hrs, Volume= 0.138 af, Atten= 89%, Lag= 42.4 min Discarded = 0.18 cfs @ 12.79 hrs, Volume= 0.138 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 20.70' @ 12.79 hrs Surf.Area= 3,247 sf Storage= 2,054 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 81.2 min ( 840.2 - 759.0 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.18 cfs @ 12.79 hrs HW=20.70' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 1.57" for 1-Year event Inflow = 1.09 cfs @ 12.09 hrs, Volume= 0.088 af Outflow = 0.08 cfs @ 13.35 hrs, Volume= 0.089 af, Atten= 93%, Lag= 75.6 min Discarded = 0.08 cfs @ 13.35 hrs, Volume= 0.089 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 21.88' @ 13.35 hrs Surf.Area= 1,388 sf Storage= 1,806 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 235.7 min ( 995.0 - 759.3 ) Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 11HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.08 cfs @ 13.35 hrs HW=21.88' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 0.54" for 1-Year event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.009 af Outflow = 0.02 cfs @ 12.54 hrs, Volume= 0.009 af, Atten= 82%, Lag= 27.1 min Discarded = 0.02 cfs @ 12.54 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.34' @ 12.54 hrs Surf.Area= 355 sf Storage= 105 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 32.0 min ( 790.8 - 758.7 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 12HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 12.54 hrs HW=12.34' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 1.23" for 1-Year event Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.012 af Outflow = 0.02 cfs @ 12.62 hrs, Volume= 0.012 af, Atten= 87%, Lag= 32.1 min Discarded = 0.02 cfs @ 12.62 hrs, Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.81' @ 12.62 hrs Surf.Area= 337 sf Storage= 183 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 82.6 min ( 841.3 - 758.7 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.62 hrs HW=12.81' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 1.28" for 1-Year event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af Outflow = 0.02 cfs @ 11.50 hrs, Volume= 0.020 af, Atten= 93%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.50 hrs, Volume= 0.020 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 13HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 21.90' @ 13.26 hrs Surf.Area= 317 sf Storage= 329 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 139.8 min ( 898.5 - 758.7 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 11.50 hrs HW=20.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 0.46" for 1-Year event Inflow = 1.66 cfs @ 12.09 hrs, Volume= 0.135 af Primary = 1.66 cfs @ 12.09 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-Year 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= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Year Rainfall=2.87"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 14HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 0.37" for 1-Year event Inflow = 0.42 cfs @ 12.09 hrs, Volume= 0.034 af Primary = 0.42 cfs @ 12.09 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 15HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=1.23"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=1.97 cfs 0.161 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=0.86"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=0.45 cfs 0.037 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=1.54"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.29 cfs 0.024 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=1.89"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=1.30 cfs 0.106 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=2.69"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=1.57 cfs 0.128 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=0.61"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=0.49 cfs 0.041 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=0.65"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.13 cfs 0.011 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=1.47"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.17 cfs 0.014 af Peak Elev=27.07' Inflow=1.57 cfs 0.128 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=1.57 cfs 0.128 af Peak Elev=20.87' Storage=2,601 cf Inflow=2.02 cfs 0.165 afPond P-1: Infiltration Basin 1 Discarded=0.19 cfs 0.165 af Primary=0.00 cfs 0.000 af Outflow=0.19 cfs 0.165 af Peak Elev=22.19' Storage=2,249 cf Inflow=1.30 cfs 0.106 afPond P-2: Infiltration Basin 2 Discarded=0.09 cfs 0.106 af Primary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.106 af Peak Elev=12.42' Storage=134 cf Inflow=0.13 cfs 0.011 afPond P-3: Infiltration Basin 3 Discarded=0.02 cfs 0.011 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.011 af Peak Elev=12.94' Storage=228 cf Inflow=0.17 cfs 0.014 afPond P-4: Infiltration Basin 4 Discarded=0.02 cfs 0.014 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.014 af Peak Elev=22.13' Storage=360 cf Inflow=0.29 cfs 0.024 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.022 af Primary=0.06 cfs 0.002 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.024 af Inflow=1.97 cfs 0.163 afLink DP-1: Ben's Pond Wetland Complex Primary=1.97 cfs 0.163 af Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 16HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.00 cfs 0.000 afLink DP-2: West Properties Primary=0.00 cfs 0.000 af Inflow=0.49 cfs 0.041 afLink DP-3: Simmon's Pond Wetlands Primary=0.49 cfs 0.041 af Total Runoff Area = 4.758 ac Runoff Volume = 0.521 af Average Runoff Depth = 1.31" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 17HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 1.97 cfs @ 12.09 hrs, Volume= 0.161 af, Depth= 1.23" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 0.45 cfs @ 12.09 hrs, Volume= 0.037 af, Depth= 0.86" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.29 cfs @ 12.09 hrs, Volume= 0.024 af, Depth= 1.54" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 18HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 1.30 cfs @ 12.09 hrs, Volume= 0.106 af, Depth= 1.89" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 1.57 cfs @ 12.09 hrs, Volume= 0.128 af, Depth= 2.69" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 19HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.00 cfs @ 23.55 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 0.49 cfs @ 12.09 hrs, Volume= 0.041 af, Depth= 0.61" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 0.65" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 20HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 1.47" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 2.69" for 2-Year event Inflow = 1.57 cfs @ 12.09 hrs, Volume= 0.128 af Outflow = 1.57 cfs @ 12.09 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min Primary = 1.57 cfs @ 12.09 hrs, Volume= 0.128 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.07' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 21HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=1.53 cfs @ 12.09 hrs HW=27.06' TW=20.47' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.53 cfs @ 2.55 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 1.83" for 2-Year event Inflow = 2.02 cfs @ 12.09 hrs, Volume= 0.165 af Outflow = 0.19 cfs @ 12.92 hrs, Volume= 0.165 af, Atten= 91%, Lag= 49.9 min Discarded = 0.19 cfs @ 12.92 hrs, Volume= 0.165 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 20.87' @ 12.92 hrs Surf.Area= 3,401 sf Storage= 2,601 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 103.4 min ( 859.4 - 756.0 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.19 cfs @ 12.92 hrs HW=20.87' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 1.89" for 2-Year event Inflow = 1.30 cfs @ 12.09 hrs, Volume= 0.106 af Outflow = 0.09 cfs @ 13.55 hrs, Volume= 0.106 af, Atten= 93%, Lag= 87.5 min Discarded = 0.09 cfs @ 13.55 hrs, Volume= 0.106 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.19' @ 13.55 hrs Surf.Area= 1,527 sf Storage= 2,249 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 273.2 min ( 1,029.4 - 756.2 ) Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 22HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.09 cfs @ 13.55 hrs HW=22.19' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 0.65" for 2-Year event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.011 af Outflow = 0.02 cfs @ 12.56 hrs, Volume= 0.011 af, Atten= 84%, Lag= 28.5 min Discarded = 0.02 cfs @ 12.56 hrs, Volume= 0.011 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.42' @ 12.56 hrs Surf.Area= 378 sf Storage= 134 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 40.6 min ( 798.6 - 758.1 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 23HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 12.56 hrs HW=12.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 1.47" for 2-Year event Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.014 af Outflow = 0.02 cfs @ 12.66 hrs, Volume= 0.014 af, Atten= 88%, Lag= 34.3 min Discarded = 0.02 cfs @ 12.66 hrs, Volume= 0.014 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.94' @ 12.66 hrs Surf.Area= 372 sf Storage= 228 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 97.3 min ( 853.4 - 756.1 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.66 hrs HW=12.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 1.54" for 2-Year event Inflow = 0.29 cfs @ 12.09 hrs, Volume= 0.024 af Outflow = 0.08 cfs @ 12.45 hrs, Volume= 0.024 af, Atten= 73%, Lag= 22.0 min Discarded = 0.02 cfs @ 12.35 hrs, Volume= 0.022 af Primary = 0.06 cfs @ 12.45 hrs, Volume= 0.002 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 24HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.13' @ 12.45 hrs Surf.Area= 329 sf Storage= 360 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 139.1 min ( 895.1 - 756.0 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.35 hrs HW=22.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.06 cfs @ 12.45 hrs HW=22.13' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.06 cfs @ 1.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 0.56" for 2-Year event Inflow = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af Primary = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 23.55 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 23.55 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.39"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 25HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 0.44" for 2-Year event Inflow = 0.49 cfs @ 12.09 hrs, Volume= 0.041 af Primary = 0.49 cfs @ 12.09 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 26HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=1.61"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=2.47 cfs 0.210 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=1.14"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=0.56 cfs 0.049 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=1.98"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.36 cfs 0.030 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=2.42"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=1.63 cfs 0.136 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=3.42"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=1.97 cfs 0.163 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.07"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.00 cfs 0.001 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=0.83"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=0.62 cfs 0.055 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=0.88"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.16 cfs 0.014 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=1.90"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.21 cfs 0.018 af Peak Elev=27.14' Inflow=1.97 cfs 0.163 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=1.97 cfs 0.163 af Peak Elev=21.14' Storage=3,565 cf Inflow=2.53 cfs 0.212 afPond P-1: Infiltration Basin 1 Discarded=0.20 cfs 0.212 af Primary=0.00 cfs 0.000 af Outflow=0.20 cfs 0.212 af Peak Elev=22.65' Storage=3,005 cf Inflow=1.63 cfs 0.136 afPond P-2: Infiltration Basin 2 Discarded=0.10 cfs 0.136 af Primary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.136 af Peak Elev=12.55' Storage=184 cf Inflow=0.16 cfs 0.014 afPond P-3: Infiltration Basin 3 Discarded=0.02 cfs 0.014 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.014 af Peak Elev=13.13' Storage=305 cf Inflow=0.21 cfs 0.018 afPond P-4: Infiltration Basin 4 Discarded=0.02 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.018 af Peak Elev=22.25' Storage=376 cf Inflow=0.36 cfs 0.030 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.025 af Primary=0.21 cfs 0.006 af Secondary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.030 af Inflow=2.47 cfs 0.216 afLink DP-1: Ben's Pond Wetland Complex Primary=2.47 cfs 0.216 af Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 27HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.00 cfs 0.001 afLink DP-2: West Properties Primary=0.00 cfs 0.001 af Inflow=0.62 cfs 0.055 afLink DP-3: Simmon's Pond Wetlands Primary=0.62 cfs 0.055 af Total Runoff Area = 4.758 ac Runoff Volume = 0.677 af Average Runoff Depth = 1.71" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 28HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 2.47 cfs @ 12.09 hrs, Volume= 0.210 af, Depth= 1.61" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 0.56 cfs @ 12.09 hrs, Volume= 0.049 af, Depth= 1.14" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.36 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 1.98" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 29HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 1.63 cfs @ 12.09 hrs, Volume= 0.136 af, Depth= 2.42" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af, Depth= 3.42" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 30HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af, Depth= 0.07" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 0.62 cfs @ 12.09 hrs, Volume= 0.055 af, Depth= 0.83" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 0.88" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 31HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.018 af, Depth= 1.90" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 3.42" for 5-Year event Inflow = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af Outflow = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af, Atten= 0%, Lag= 0.0 min Primary = 1.97 cfs @ 12.09 hrs, Volume= 0.163 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.14' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 32HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=1.92 cfs @ 12.09 hrs HW=27.13' TW=20.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.92 cfs @ 2.71 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 2.35" for 5-Year event Inflow = 2.53 cfs @ 12.09 hrs, Volume= 0.212 af Outflow = 0.20 cfs @ 13.07 hrs, Volume= 0.212 af, Atten= 92%, Lag= 58.9 min Discarded = 0.20 cfs @ 13.07 hrs, Volume= 0.212 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 21.14' @ 13.07 hrs Surf.Area= 3,656 sf Storage= 3,565 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 142.5 min ( 898.1 - 755.5 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.20 cfs @ 13.07 hrs HW=21.14' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 2.42" for 5-Year event Inflow = 1.63 cfs @ 12.09 hrs, Volume= 0.136 af Outflow = 0.10 cfs @ 13.83 hrs, Volume= 0.136 af, Atten= 94%, Lag= 104.7 min Discarded = 0.10 cfs @ 13.83 hrs, Volume= 0.136 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.65' @ 13.83 hrs Surf.Area= 1,738 sf Storage= 3,005 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 330.8 min ( 1,086.2 - 755.4 ) Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 33HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.10 cfs @ 13.83 hrs HW=22.65' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 0.88" for 5-Year event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.014 af Outflow = 0.02 cfs @ 12.60 hrs, Volume= 0.014 af, Atten= 86%, Lag= 30.8 min Discarded = 0.02 cfs @ 12.60 hrs, Volume= 0.014 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.55' @ 12.60 hrs Surf.Area= 414 sf Storage= 184 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 53.9 min ( 827.1 - 773.2 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 34HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 12.60 hrs HW=12.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 1.90" for 5-Year event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.018 af Outflow = 0.02 cfs @ 12.73 hrs, Volume= 0.018 af, Atten= 89%, Lag= 38.8 min Discarded = 0.02 cfs @ 12.73 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.13' @ 12.73 hrs Surf.Area= 426 sf Storage= 305 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 120.3 min ( 878.2 - 757.8 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.73 hrs HW=13.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 1.98" for 5-Year event Inflow = 0.36 cfs @ 12.09 hrs, Volume= 0.030 af Outflow = 0.23 cfs @ 12.22 hrs, Volume= 0.030 af, Atten= 36%, Lag= 7.8 min Discarded = 0.02 cfs @ 12.15 hrs, Volume= 0.025 af Primary = 0.21 cfs @ 12.22 hrs, Volume= 0.006 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 35HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.25' @ 12.22 hrs Surf.Area= 329 sf Storage= 376 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 128.6 min ( 885.9 - 757.3 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.15 hrs HW=22.09' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.19 cfs @ 12.22 hrs HW=22.23' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.19 cfs @ 2.15 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 0.74" for 5-Year event Inflow = 2.47 cfs @ 12.09 hrs, Volume= 0.216 af Primary = 2.47 cfs @ 12.09 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.07" for 5-Year event Inflow = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 15.09 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.24"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 36HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 0.60" for 5-Year event Inflow = 0.62 cfs @ 12.09 hrs, Volume= 0.055 af Primary = 0.62 cfs @ 12.09 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 37HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=1.95"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=2.89 cfs 0.255 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=1.42"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=0.66 cfs 0.060 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=2.39"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.42 cfs 0.037 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=2.89"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=1.91 cfs 0.162 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=4.04"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=2.31 cfs 0.193 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.19"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.00 cfs 0.002 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=1.06"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=0.73 cfs 0.070 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=1.12"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.19 cfs 0.018 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=2.29"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.25 cfs 0.022 af Peak Elev=27.20' Inflow=2.31 cfs 0.193 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=2.31 cfs 0.193 af Peak Elev=21.38' Storage=4,465 cf Inflow=2.97 cfs 0.253 afPond P-1: Infiltration Basin 1 Discarded=0.22 cfs 0.254 af Primary=0.00 cfs 0.000 af Outflow=0.22 cfs 0.254 af Peak Elev=23.03' Storage=3,692 cf Inflow=1.91 cfs 0.162 afPond P-2: Infiltration Basin 2 Discarded=0.11 cfs 0.162 af Primary=0.00 cfs 0.000 af Outflow=0.11 cfs 0.162 af Peak Elev=12.66' Storage=233 cf Inflow=0.19 cfs 0.018 afPond P-3: Infiltration Basin 3 Discarded=0.02 cfs 0.018 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.018 af Peak Elev=13.29' Storage=374 cf Inflow=0.25 cfs 0.022 afPond P-4: Infiltration Basin 4 Discarded=0.03 cfs 0.022 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.022 af Peak Elev=22.33' Storage=387 cf Inflow=0.42 cfs 0.037 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.027 af Primary=0.38 cfs 0.010 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.037 af Inflow=3.01 cfs 0.265 afLink DP-1: Ben's Pond Wetland Complex Primary=3.01 cfs 0.265 af Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 38HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.00 cfs 0.002 afLink DP-2: West Properties Primary=0.00 cfs 0.002 af Inflow=0.73 cfs 0.070 afLink DP-3: Simmon's Pond Wetlands Primary=0.73 cfs 0.070 af Total Runoff Area = 4.758 ac Runoff Volume = 0.821 af Average Runoff Depth = 2.07" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 39HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 2.89 cfs @ 12.09 hrs, Volume= 0.255 af, Depth= 1.95" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 0.66 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 1.42" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.42 cfs @ 12.09 hrs, Volume= 0.037 af, Depth= 2.39" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 40HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 1.91 cfs @ 12.09 hrs, Volume= 0.162 af, Depth= 2.89" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 2.31 cfs @ 12.09 hrs, Volume= 0.193 af, Depth= 4.04" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 41HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af, Depth= 0.19" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 0.73 cfs @ 12.09 hrs, Volume= 0.070 af, Depth= 1.06" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.018 af, Depth= 1.12" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 42HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 2.29" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 4.04" for 10-Year event Inflow = 2.31 cfs @ 12.09 hrs, Volume= 0.193 af Outflow = 2.31 cfs @ 12.09 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary = 2.31 cfs @ 12.09 hrs, Volume= 0.193 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.20' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 43HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=2.25 cfs @ 12.09 hrs HW=27.19' TW=20.79' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.25 cfs @ 2.83 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 2.97 cfs @ 12.09 hrs, Volume= 0.253 af Outflow = 0.22 cfs @ 13.41 hrs, Volume= 0.254 af, Atten= 93%, Lag= 79.6 min Discarded = 0.22 cfs @ 13.41 hrs, Volume= 0.254 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 21.38' @ 13.41 hrs Surf.Area= 3,879 sf Storage= 4,465 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 179.2 min ( 935.2 - 756.0 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.22 cfs @ 13.41 hrs HW=21.38' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 2.89" for 10-Year event Inflow = 1.91 cfs @ 12.09 hrs, Volume= 0.162 af Outflow = 0.11 cfs @ 14.07 hrs, Volume= 0.162 af, Atten= 94%, Lag= 119.3 min Discarded = 0.11 cfs @ 14.07 hrs, Volume= 0.162 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 23.03' @ 14.07 hrs Surf.Area= 1,909 sf Storage= 3,692 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 377.4 min ( 1,133.0 - 755.6 ) Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 44HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.11 cfs @ 14.07 hrs HW=23.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 1.12" for 10-Year event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.018 af Outflow = 0.02 cfs @ 12.78 hrs, Volume= 0.018 af, Atten= 87%, Lag= 41.6 min Discarded = 0.02 cfs @ 12.78 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.66' @ 12.78 hrs Surf.Area= 446 sf Storage= 233 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 71.8 min ( 855.9 - 784.1 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 45HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.02 cfs @ 12.78 hrs HW=12.66' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.25 cfs @ 12.09 hrs, Volume= 0.022 af Outflow = 0.03 cfs @ 12.87 hrs, Volume= 0.022 af, Atten= 89%, Lag= 46.8 min Discarded = 0.03 cfs @ 12.87 hrs, Volume= 0.022 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.29' @ 12.87 hrs Surf.Area= 468 sf Storage= 374 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 140.5 min ( 900.4 - 760.0 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.03 cfs @ 12.87 hrs HW=13.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 2.39" for 10-Year event Inflow = 0.42 cfs @ 12.09 hrs, Volume= 0.037 af Outflow = 0.40 cfs @ 12.16 hrs, Volume= 0.037 af, Atten= 6%, Lag= 4.3 min Discarded = 0.02 cfs @ 12.10 hrs, Volume= 0.027 af Primary = 0.38 cfs @ 12.16 hrs, Volume= 0.010 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 46HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.33' @ 12.16 hrs Surf.Area= 329 sf Storage= 387 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 121.2 min ( 880.2 - 759.0 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.10 hrs HW=22.19' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.35 cfs @ 12.16 hrs HW=22.31' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.35 cfs @ 1.68 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 0.91" for 10-Year event Inflow = 3.01 cfs @ 12.10 hrs, Volume= 0.265 af Primary = 3.01 cfs @ 12.10 hrs, Volume= 0.265 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.19" for 10-Year event Inflow = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 12.49 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.95"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 47HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 0.77" for 10-Year event Inflow = 0.73 cfs @ 12.09 hrs, Volume= 0.070 af Primary = 0.73 cfs @ 12.09 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 48HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=2.47"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=3.48 cfs 0.323 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=1.85"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=0.79 cfs 0.079 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=2.98"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.51 cfs 0.046 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=3.56"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=2.29 cfs 0.200 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=4.90"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=2.77 cfs 0.234 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.42"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.02 cfs 0.005 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=1.44"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=0.88 cfs 0.095 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=1.50"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.23 cfs 0.025 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=2.87"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.30 cfs 0.027 af Peak Elev=27.28' Inflow=2.77 cfs 0.234 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=2.77 cfs 0.234 af Peak Elev=21.73' Storage=5,884 cf Inflow=3.56 cfs 0.313 afPond P-1: Infiltration Basin 1 Discarded=0.23 cfs 0.313 af Primary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.313 af Peak Elev=23.53' Storage=4,719 cf Inflow=2.29 cfs 0.200 afPond P-2: Infiltration Basin 2 Discarded=0.12 cfs 0.200 af Primary=0.00 cfs 0.000 af Outflow=0.12 cfs 0.200 af Peak Elev=12.88' Storage=337 cf Inflow=0.23 cfs 0.025 afPond P-3: Infiltration Basin 3 Discarded=0.03 cfs 0.025 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.025 af Peak Elev=13.50' Storage=481 cf Inflow=0.30 cfs 0.027 afPond P-4: Infiltration Basin 4 Discarded=0.03 cfs 0.027 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.027 af Peak Elev=22.40' Storage=389 cf Inflow=0.51 cfs 0.046 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.030 af Primary=0.55 cfs 0.016 af Secondary=0.00 cfs 0.000 af Outflow=0.57 cfs 0.046 af Inflow=4.02 cfs 0.340 afLink DP-1: Ben's Pond Wetland Complex Primary=4.02 cfs 0.340 af Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 49HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.02 cfs 0.005 afLink DP-2: West Properties Primary=0.02 cfs 0.005 af Inflow=0.88 cfs 0.095 afLink DP-3: Simmon's Pond Wetlands Primary=0.88 cfs 0.095 af Total Runoff Area = 4.758 ac Runoff Volume = 1.034 af Average Runoff Depth = 2.61" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 50HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 3.48 cfs @ 12.09 hrs, Volume= 0.323 af, Depth= 2.47" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 0.79 cfs @ 12.09 hrs, Volume= 0.079 af, Depth= 1.85" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.51 cfs @ 12.09 hrs, Volume= 0.046 af, Depth= 2.98" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 51HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 2.29 cfs @ 12.09 hrs, Volume= 0.200 af, Depth= 3.56" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 2.77 cfs @ 12.09 hrs, Volume= 0.234 af, Depth= 4.90" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 52HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.02 cfs @ 12.35 hrs, Volume= 0.005 af, Depth= 0.42" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 0.88 cfs @ 12.09 hrs, Volume= 0.095 af, Depth= 1.44" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 1.50" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 53HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.027 af, Depth= 2.87" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 4.90" for 25-Year event Inflow = 2.77 cfs @ 12.09 hrs, Volume= 0.234 af Outflow = 2.77 cfs @ 12.09 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Primary = 2.77 cfs @ 12.09 hrs, Volume= 0.234 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.28' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 54HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=2.69 cfs @ 12.09 hrs HW=27.26' TW=20.99' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.69 cfs @ 2.98 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 3.47" for 25-Year event Inflow = 3.56 cfs @ 12.09 hrs, Volume= 0.313 af Outflow = 0.23 cfs @ 13.82 hrs, Volume= 0.313 af, Atten= 93%, Lag= 103.7 min Discarded = 0.23 cfs @ 13.82 hrs, Volume= 0.313 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 21.73' @ 13.82 hrs Surf.Area= 4,206 sf Storage= 5,884 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 230.8 min ( 987.4 - 756.7 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.23 cfs @ 13.82 hrs HW=21.73' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 3.56" for 25-Year event Inflow = 2.29 cfs @ 12.09 hrs, Volume= 0.200 af Outflow = 0.12 cfs @ 14.53 hrs, Volume= 0.200 af, Atten= 95%, Lag= 146.8 min Discarded = 0.12 cfs @ 14.53 hrs, Volume= 0.200 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 23.53' @ 14.53 hrs Surf.Area= 2,141 sf Storage= 4,719 cf Plug-Flow detention time= 437.7 min calculated for 0.200 af (100% of inflow) Center-of-Mass det. time= 438.0 min ( 1,194.1 - 756.1 ) Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 55HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.12 cfs @ 14.53 hrs HW=23.53' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 1.50" for 25-Year event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 0.025 af Outflow = 0.03 cfs @ 13.09 hrs, Volume= 0.025 af, Atten= 88%, Lag= 60.0 min Discarded = 0.03 cfs @ 13.09 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 12.88' @ 13.09 hrs Surf.Area= 509 sf Storage= 337 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 105.0 min ( 899.0 - 794.0 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 56HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.03 cfs @ 13.09 hrs HW=12.88' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 2.87" for 25-Year event Inflow = 0.30 cfs @ 12.09 hrs, Volume= 0.027 af Outflow = 0.03 cfs @ 12.87 hrs, Volume= 0.027 af, Atten= 89%, Lag= 47.0 min Discarded = 0.03 cfs @ 12.87 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 12.87 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.50' @ 12.87 hrs Surf.Area= 528 sf Storage= 481 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 167.8 min ( 930.2 - 762.5 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.03 cfs @ 12.87 hrs HW=13.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 12.87 hrs HW=13.50' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.00 cfs @ 0.19 fps) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 2.98" for 25-Year event Inflow = 0.51 cfs @ 12.09 hrs, Volume= 0.046 af Outflow = 0.57 cfs @ 12.10 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.9 min Discarded = 0.02 cfs @ 12.00 hrs, Volume= 0.030 af Primary = 0.55 cfs @ 12.10 hrs, Volume= 0.016 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 57HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.40' @ 12.10 hrs Surf.Area= 329 sf Storage= 389 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 112.7 min ( 873.9 - 761.2 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 12.00 hrs HW=22.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.54 cfs @ 12.10 hrs HW=22.39' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.54 cfs @ 1.89 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 1.16" for 25-Year event Inflow = 4.02 cfs @ 12.09 hrs, Volume= 0.340 af Primary = 4.02 cfs @ 12.09 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.42" for 25-Year event Inflow = 0.02 cfs @ 12.35 hrs, Volume= 0.005 af Primary = 0.02 cfs @ 12.35 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.92"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 58HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 1.04" for 25-Year event Inflow = 0.88 cfs @ 12.09 hrs, Volume= 0.095 af Primary = 0.88 cfs @ 12.09 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 59HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=3.36"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=4.84 cfs 0.439 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=2.62"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=1.18 cfs 0.111 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=3.96"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=0.68 cfs 0.061 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=4.65"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=3.00 cfs 0.262 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=6.25"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=3.51 cfs 0.298 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=0.92"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.08 cfs 0.011 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=2.13"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=1.43 cfs 0.141 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=2.20"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.37 cfs 0.036 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=3.83"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.40 cfs 0.036 af Peak Elev=27.39' Inflow=3.51 cfs 0.298 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=3.51 cfs 0.298 af Peak Elev=22.29' Storage=8,391 cf Inflow=4.69 cfs 0.410 afPond P-1: Infiltration Basin 1 Discarded=0.26 cfs 0.410 af Primary=0.00 cfs 0.000 af Outflow=0.26 cfs 0.410 af Peak Elev=24.07' Storage=5,923 cf Inflow=3.00 cfs 0.262 afPond P-2: Infiltration Basin 2 Discarded=0.13 cfs 0.245 af Primary=0.16 cfs 0.017 af Outflow=0.29 cfs 0.262 af Peak Elev=13.29' Storage=573 cf Inflow=0.37 cfs 0.036 afPond P-3: Infiltration Basin 3 Discarded=0.04 cfs 0.036 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.036 af Peak Elev=13.54' Storage=502 cf Inflow=0.40 cfs 0.036 afPond P-4: Infiltration Basin 4 Discarded=0.03 cfs 0.031 af Primary=0.20 cfs 0.005 af Outflow=0.23 cfs 0.036 af Peak Elev=22.44' Storage=390 cf Inflow=0.68 cfs 0.061 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.033 af Primary=0.66 cfs 0.028 af Secondary=0.00 cfs 0.000 af Outflow=0.67 cfs 0.061 af Inflow=5.49 cfs 0.484 afLink DP-1: Ben's Pond Wetland Complex Primary=5.49 cfs 0.484 af Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 60HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.08 cfs 0.011 afLink DP-2: West Properties Primary=0.08 cfs 0.011 af Inflow=1.43 cfs 0.146 afLink DP-3: Simmon's Pond Wetlands Primary=1.43 cfs 0.146 af Total Runoff Area = 4.758 ac Runoff Volume = 1.395 af Average Runoff Depth = 3.52" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 61HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 4.84 cfs @ 12.09 hrs, Volume= 0.439 af, Depth= 3.36" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 1.18 cfs @ 12.10 hrs, Volume= 0.111 af, Depth= 2.62" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 0.68 cfs @ 12.09 hrs, Volume= 0.061 af, Depth= 3.96" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 62HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 3.00 cfs @ 12.09 hrs, Volume= 0.262 af, Depth= 4.65" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 3.51 cfs @ 12.09 hrs, Volume= 0.298 af, Depth= 6.25" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 63HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.08 cfs @ 12.14 hrs, Volume= 0.011 af, Depth= 0.92" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 1.43 cfs @ 12.10 hrs, Volume= 0.141 af, Depth= 2.13" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.37 cfs @ 12.10 hrs, Volume= 0.036 af, Depth= 2.20" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 64HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.40 cfs @ 12.09 hrs, Volume= 0.036 af, Depth= 3.83" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 6.25" for 100-Year event Inflow = 3.51 cfs @ 12.09 hrs, Volume= 0.298 af Outflow = 3.51 cfs @ 12.09 hrs, Volume= 0.298 af, Atten= 0%, Lag= 0.0 min Primary = 3.51 cfs @ 12.09 hrs, Volume= 0.298 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.39' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 65HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=3.42 cfs @ 12.09 hrs HW=27.38' TW=21.32' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.42 cfs @ 3.19 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 4.54" for 100-Year event Inflow = 4.69 cfs @ 12.09 hrs, Volume= 0.410 af Outflow = 0.26 cfs @ 14.31 hrs, Volume= 0.410 af, Atten= 94%, Lag= 133.5 min Discarded = 0.26 cfs @ 14.31 hrs, Volume= 0.410 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.29' @ 14.31 hrs Surf.Area= 4,730 sf Storage= 8,391 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 309.3 min ( 1,067.0 - 757.7 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.26 cfs @ 14.31 hrs HW=22.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.26 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 4.65" for 100-Year event Inflow = 3.00 cfs @ 12.09 hrs, Volume= 0.262 af Outflow = 0.29 cfs @ 12.97 hrs, Volume= 0.262 af, Atten= 90%, Lag= 53.1 min Discarded = 0.13 cfs @ 12.97 hrs, Volume= 0.245 af Primary = 0.16 cfs @ 12.97 hrs, Volume= 0.017 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 24.07' @ 12.97 hrs Surf.Area= 2,383 sf Storage= 5,923 cf Plug-Flow detention time= 468.1 min calculated for 0.261 af (100% of inflow) Center-of-Mass det. time= 468.5 min ( 1,225.3 - 756.8 ) Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 66HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.13 cfs @ 12.97 hrs HW=24.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=0.16 cfs @ 12.97 hrs HW=24.07' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.61 fps) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 2.20" for 100-Year event Inflow = 0.37 cfs @ 12.10 hrs, Volume= 0.036 af Outflow = 0.04 cfs @ 13.81 hrs, Volume= 0.036 af, Atten= 91%, Lag= 102.8 min Discarded = 0.04 cfs @ 13.81 hrs, Volume= 0.036 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.29' @ 13.81 hrs Surf.Area= 628 sf Storage= 573 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 166.2 min ( 968.2 - 802.0 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 67HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.04 cfs @ 13.81 hrs HW=13.29' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 3.83" for 100-Year event Inflow = 0.40 cfs @ 12.09 hrs, Volume= 0.036 af Outflow = 0.23 cfs @ 12.26 hrs, Volume= 0.036 af, Atten= 43%, Lag= 10.2 min Discarded = 0.03 cfs @ 12.26 hrs, Volume= 0.031 af Primary = 0.20 cfs @ 12.26 hrs, Volume= 0.005 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.54' @ 12.26 hrs Surf.Area= 539 sf Storage= 502 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 152.5 min ( 917.8 - 765.4 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.03 cfs @ 12.26 hrs HW=13.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.19 cfs @ 12.26 hrs HW=13.54' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.19 cfs @ 0.66 fps) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 3.96" for 100-Year event Inflow = 0.68 cfs @ 12.09 hrs, Volume= 0.061 af Outflow = 0.67 cfs @ 12.09 hrs, Volume= 0.061 af, Atten= 1%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.90 hrs, Volume= 0.033 af Primary = 0.66 cfs @ 12.09 hrs, Volume= 0.028 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 68HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.44' @ 12.09 hrs Surf.Area= 329 sf Storage= 390 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 101.7 min ( 865.4 - 763.7 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 11.90 hrs HW=22.20' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.64 cfs @ 12.09 hrs HW=22.43' TW=0.00' (Dynamic Tailwater) 2=Culvert (Inlet Controls 0.64 cfs @ 1.98 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 1.65" for 100-Year event Inflow = 5.49 cfs @ 12.09 hrs, Volume= 0.484 af Primary = 5.49 cfs @ 12.09 hrs, Volume= 0.484 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 0.92" for 100-Year event Inflow = 0.08 cfs @ 12.14 hrs, Volume= 0.011 af Primary = 0.08 cfs @ 12.14 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=7.41"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 69HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 1.59" for 100-Year event Inflow = 1.43 cfs @ 12.10 hrs, Volume= 0.146 af Primary = 1.43 cfs @ 12.10 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 70HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=68,407 sf 38.71% Impervious Runoff Depth=4.87"Subcatchment PR-1: Overland to Bens Tc=6.0 min CN=WQ Runoff=7.39 cfs 0.638 af Runoff Area=22,246 sf 25.45% Impervious Runoff Depth=3.99"Subcatchment PR-2: Overland to Tc=6.0 min UI Adjusted CN=WQ Runoff=1.96 cfs 0.170 af Runoff Area=8,006 sf 48.61% Impervious Runoff Depth=5.60"Subcatchment PR-3: Northeastern Driveway Tc=6.0 min CN=WQ Runoff=1.00 cfs 0.086 af Runoff Area=29,375 sf 57.91% Impervious Runoff Depth=6.43"Subcatchment PR-4: Overland to Tc=6.0 min CN=WQ Runoff=4.23 cfs 0.362 af Runoff Area=24,959 sf 85.20% Impervious Runoff Depth=8.35"Subcatchment PR-5: Overland to West Tc=6.0 min CN=WQ Runoff=4.69 cfs 0.399 af Runoff Area=6,182 sf 0.00% Impervious Runoff Depth=1.94"Subcatchment PR-6: Overland to West Tc=6.0 min CN=39 Runoff=0.26 cfs 0.023 af Runoff Area=34,585 sf 19.33% Impervious Runoff Depth=3.40"Subcatchment PR-7: HPSP Prop Tc=6.0 min UI Adjusted CN=WQ Runoff=2.57 cfs 0.225 af Runoff Area=8,603 sf 20.50% Impervious Runoff Depth=3.49"Subcatchment PR-8: HP Building Area Tc=6.0 min UI Adjusted CN=WQ Runoff=0.66 cfs 0.057 af Runoff Area=4,903 sf 46.50% Impervious Runoff Depth=5.44"Subcatchment PR-9: SP Building Area Tc=6.0 min CN=WQ Runoff=0.59 cfs 0.051 af Peak Elev=27.56' Inflow=4.69 cfs 0.399 afPond CB-1: Double Grate CB 18.0" Round Culvert n=0.013 L=162.0' S=0.0253 '/' Outflow=4.69 cfs 0.399 af Peak Elev=23.16' Storage=12,839 cf Inflow=6.64 cfs 0.568 afPond P-1: Infiltration Basin 1 Discarded=0.31 cfs 0.568 af Primary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.568 af Peak Elev=24.30' Storage=6,504 cf Inflow=4.23 cfs 0.362 afPond P-2: Infiltration Basin 2 Discarded=0.14 cfs 0.268 af Primary=1.64 cfs 0.094 af Outflow=1.78 cfs 0.362 af Peak Elev=13.99' Storage=1,080 cf Inflow=0.66 cfs 0.057 afPond P-3: Infiltration Basin 3 Discarded=0.05 cfs 0.057 af Primary=0.00 cfs 0.000 af Outflow=0.05 cfs 0.057 af Peak Elev=13.59' Storage=529 cf Inflow=0.59 cfs 0.051 afPond P-4: Infiltration Basin 4 Discarded=0.03 cfs 0.036 af Primary=0.62 cfs 0.015 af Outflow=0.65 cfs 0.051 af Peak Elev=22.55' Storage=391 cf Inflow=1.00 cfs 0.086 afPond ST-1: Infiltration System 1 Discarded=0.02 cfs 0.037 af Primary=0.99 cfs 0.049 af Secondary=0.00 cfs 0.000 af Outflow=1.01 cfs 0.086 af Inflow=8.38 cfs 0.780 afLink DP-1: Ben's Pond Wetland Complex Primary=8.38 cfs 0.780 af Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 71HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Inflow=0.26 cfs 0.023 afLink DP-2: West Properties Primary=0.26 cfs 0.023 af Inflow=3.17 cfs 0.240 afLink DP-3: Simmon's Pond Wetlands Primary=3.17 cfs 0.240 af Total Runoff Area = 4.758 ac Runoff Volume = 2.009 af Average Runoff Depth = 5.07" 58.97% Pervious = 2.806 ac 41.03% Impervious = 1.952 ac Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 72HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment PR-1: Overland to Bens Pond Runoff = 7.39 cfs @ 12.09 hrs, Volume= 0.638 af, Depth= 4.87" Routed to Link DP-1 : Ben's Pond Wetland Complex Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description 41,747 39 >75% Grass cover, Good, HSG A 26,482 98 Unconnected pavement, HSG A 178 96 Gravel surface, HSG A 68,407 Weighted Average 41,925 39 61.29% Pervious Area 26,482 98 38.71% Impervious Area 26,482 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-2: Overland to Northwest Basin Runoff = 1.96 cfs @ 12.10 hrs, Volume= 0.170 af, Depth= 3.99" Routed to Pond P-1 : Infiltration Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Adj Description 5,662 98 98 Unconnected pavement, HSG A 16,182 39 39 >75% Grass cover, Good, HSG A 402 96 96 Gravel surface, HSG A 22,246 Weighted Average 16,584 40 40 74.55% Pervious Area 5,662 98 98 25.45% Impervious Area 5,662 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-3: Northeastern Driveway Runoff = 1.00 cfs @ 12.09 hrs, Volume= 0.086 af, Depth= 5.60" Routed to Pond ST-1 : Infiltration System 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 73HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Description 3,892 98 Paved parking, HSG A 4,114 39 >75% Grass cover, Good, HSG A 8,006 Weighted Average 4,114 39 51.39% Pervious Area 3,892 98 48.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-4: Overland to Southeast Basin Runoff = 4.23 cfs @ 12.09 hrs, Volume= 0.362 af, Depth= 6.43" Routed to Pond P-2 : Infiltration Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description 17,010 98 Paved parking, HSG A 11,808 39 Pasture/grassland/range, Good, HSG A 557 96 Gravel surface, HSG A 29,375 Weighted Average 12,365 42 42.09% Pervious Area 17,010 98 57.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-5: Overland to West Runoff = 4.69 cfs @ 12.09 hrs, Volume= 0.399 af, Depth= 8.35" Routed to Pond CB-1 : Double Grate CB Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description 21,265 98 Paved parking, HSG A 3,694 39 Pasture/grassland/range, Good, HSG A 24,959 Weighted Average 3,694 39 14.80% Pervious Area 21,265 98 85.20% Impervious Area Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 74HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-6: Overland to West Runoff = 0.26 cfs @ 12.11 hrs, Volume= 0.023 af, Depth= 1.94" Routed to Link DP-2 : West Properties Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description 6,182 39 Pasture/grassland/range, Good, HSG A 6,182 39 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-7: HPSP Prop Runoff = 2.57 cfs @ 12.10 hrs, Volume= 0.225 af, Depth= 3.40" Routed to Link DP-3 : Simmon's Pond Wetlands Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Adj Description 6,685 98 98 Unconnected pavement, HSG A 27,900 39 39 >75% Grass cover, Good, HSG A 34,585 Weighted Average 27,900 39 39 80.67% Pervious Area 6,685 98 98 19.33% Impervious Area 6,685 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-8: HP Building Area Runoff = 0.66 cfs @ 12.10 hrs, Volume= 0.057 af, Depth= 3.49" Routed to Pond P-3 : Infiltration Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 75HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Area (sf) CN Adj Description 1,764 98 98 Unconnected pavement, HSG A 6,839 39 39 >75% Grass cover, Good, HSG A 8,603 Weighted Average 6,839 39 39 79.50% Pervious Area 1,764 98 98 20.50% Impervious Area 1,764 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Subcatchment PR-9: SP Building Area Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.051 af, Depth= 5.44" Routed to Pond P-4 : Infiltration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70" Area (sf) CN Description 2,280 98 Unconnected pavement, HSG A 2,623 39 >75% Grass cover, Good, HSG A 4,903 Weighted Average 2,623 39 53.50% Pervious Area 2,280 98 46.50% Impervious Area 2,280 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Tc Min Summary for Pond CB-1: Double Grate CB Inflow Area = 0.573 ac, 85.20% Impervious, Inflow Depth = 8.35" for 100-Year 2070 event Inflow = 4.69 cfs @ 12.09 hrs, Volume= 0.399 af Outflow = 4.69 cfs @ 12.09 hrs, Volume= 0.399 af, Atten= 0%, Lag= 0.0 min Primary = 4.69 cfs @ 12.09 hrs, Volume= 0.399 af Routed to Pond P-1 : Infiltration Basin 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 27.56' @ 12.09 hrs Flood Elev= 30.00' Device Routing Invert Outlet Devices #1 Primary 26.50'18.0" Round Culvert L= 162.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 26.50' / 22.40' S= 0.0253 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 76HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Primary OutFlow Max=4.57 cfs @ 12.09 hrs HW=27.54' TW=21.84' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.57 cfs @ 3.48 fps) Summary for Pond P-1: Infiltration Basin 1 Inflow Area = 1.084 ac, 57.04% Impervious, Inflow Depth = 6.29" for 100-Year 2070 event Inflow = 6.64 cfs @ 12.09 hrs, Volume= 0.568 af Outflow = 0.31 cfs @ 15.02 hrs, Volume= 0.568 af, Atten= 95%, Lag= 175.9 min Discarded = 0.31 cfs @ 15.02 hrs, Volume= 0.568 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 23.16' @ 15.02 hrs Surf.Area= 5,539 sf Storage= 12,839 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 422.7 min ( 1,181.6 - 758.9 ) Volume Invert Avail.Storage Storage Description #1 20.00' 17,828 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 2,590 0 0 24.00 6,324 17,828 17,828 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.31 cfs @ 15.02 hrs HW=23.16' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond P-2: Infiltration Basin 2 Inflow Area = 0.674 ac, 57.91% Impervious, Inflow Depth = 6.43" for 100-Year 2070 event Inflow = 4.23 cfs @ 12.09 hrs, Volume= 0.362 af Outflow = 1.78 cfs @ 12.32 hrs, Volume= 0.362 af, Atten= 58%, Lag= 13.5 min Discarded = 0.14 cfs @ 12.32 hrs, Volume= 0.268 af Primary = 1.64 cfs @ 12.32 hrs, Volume= 0.094 af Routed to Link DP-1 : Ben's Pond Wetland Complex Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 24.30' @ 12.32 hrs Surf.Area= 2,492 sf Storage= 6,504 cf Plug-Flow detention time= 383.0 min calculated for 0.361 af (100% of inflow) Center-of-Mass det. time= 383.5 min ( 1,141.2 - 757.7 ) Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 77HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 20.00' 8,348 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 20.00 530 0 0 25.00 2,809 8,348 8,348 Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 24.00'4.0' long x 6.0' 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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.14 cfs @ 12.32 hrs HW=24.30' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=1.62 cfs @ 12.32 hrs HW=24.30' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.62 cfs @ 1.34 fps) Summary for Pond P-3: Infiltration Basin 3 Inflow Area = 0.197 ac, 20.50% Impervious, Inflow Depth = 3.49" for 100-Year 2070 event Inflow = 0.66 cfs @ 12.10 hrs, Volume= 0.057 af Outflow = 0.05 cfs @ 14.37 hrs, Volume= 0.057 af, Atten= 93%, Lag= 136.1 min Discarded = 0.05 cfs @ 14.37 hrs, Volume= 0.057 af Primary = 0.00 cfs @ 14.37 hrs, Volume= 0.000 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.99' @ 14.37 hrs Surf.Area= 828 sf Storage= 1,080 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 258.7 min ( 1,065.2 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 12.00' 1,087 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 257 0 0 14.00 830 1,087 1,087 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.99'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 78HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.05 cfs @ 14.37 hrs HW=13.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 14.37 hrs HW=13.99' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.00 cfs @ 0.13 fps) Summary for Pond P-4: Infiltration Basin 4 Inflow Area = 0.113 ac, 46.50% Impervious, Inflow Depth = 5.44" for 100-Year 2070 event Inflow = 0.59 cfs @ 12.09 hrs, Volume= 0.051 af Outflow = 0.65 cfs @ 12.12 hrs, Volume= 0.051 af, Atten= 0%, Lag= 1.6 min Discarded = 0.03 cfs @ 12.12 hrs, Volume= 0.036 af Primary = 0.62 cfs @ 12.12 hrs, Volume= 0.015 af Routed to Link DP-3 : Simmon's Pond Wetlands Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 13.59' @ 12.12 hrs Surf.Area= 552 sf Storage= 529 cf Plug-Flow detention time= 132.2 min calculated for 0.051 af (100% of inflow) Center-of-Mass det. time= 132.2 min ( 900.3 - 768.1 ) Volume Invert Avail.Storage Storage Description #1 12.00' 777 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.00 112 0 0 14.00 665 777 777 Device Routing Invert Outlet Devices #1 Discarded 12.00'2.410 in/hr Exfiltration over Surface area #2 Primary 13.50'7.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.03 cfs @ 12.12 hrs HW=13.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.55 cfs @ 12.12 hrs HW=13.58' TW=0.00' (Dynamic Tailwater) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.55 cfs @ 0.94 fps) Summary for Pond ST-1: Infiltration System 1 Inflow Area = 0.184 ac, 48.61% Impervious, Inflow Depth = 5.60" for 100-Year 2070 event Inflow = 1.00 cfs @ 12.09 hrs, Volume= 0.086 af Outflow = 1.01 cfs @ 12.09 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.1 min Discarded = 0.02 cfs @ 11.55 hrs, Volume= 0.037 af Primary = 0.99 cfs @ 12.09 hrs, Volume= 0.049 af Routed to Link DP-1 : Ben's Pond Wetland Complex Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP-1 : Ben's Pond Wetland Complex Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 79HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 22.55' @ 12.09 hrs Surf.Area= 329 sf Storage= 391 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 87.3 min ( 853.4 - 766.1 ) Volume Invert Avail.Storage Storage Description #1A 20.00' 237 cf 8.17'W x 38.80'L x 2.33'H Field A 739 cf Overall - 147 cf Embedded = 592 cf x 40.0% Voids #2A 20.50' 147 cf ADS_StormTech SC-310 +Cap x 10 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 10 Chambers in 2 Rows #3 22.00' 38 cf 4.00'D x 3.00'H Vertical Cone/Cylinder 422 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 20.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.00'12.0" Round Culvert L= 60.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 22.00' / 21.50' S= 0.0083 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #3 Secondary 24.90'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28) Discarded OutFlow Max=0.02 cfs @ 11.55 hrs HW=22.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.97 cfs @ 12.09 hrs HW=22.55' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.97 cfs @ 3.22 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=20.00' TW=0.00' (Dynamic Tailwater) 3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Link DP-1: Ben's Pond Wetland Complex Inflow Area = 3.512 ac, 48.57% Impervious, Inflow Depth = 2.67" for 100-Year 2070 event Inflow = 8.38 cfs @ 12.09 hrs, Volume= 0.780 af Primary = 8.38 cfs @ 12.09 hrs, Volume= 0.780 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Link DP-2: West Properties Inflow Area = 0.142 ac, 0.00% Impervious, Inflow Depth = 1.94" for 100-Year 2070 event Inflow = 0.26 cfs @ 12.11 hrs, Volume= 0.023 af Primary = 0.26 cfs @ 12.11 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/20/2024Prepared by Kleinfelder Page 80HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Summary for Link DP-3: Simmon's Pond Wetlands Inflow Area = 1.104 ac, 22.31% Impervious, Inflow Depth = 2.61" for 100-Year 2070 event Inflow = 3.17 cfs @ 12.11 hrs, Volume= 0.240 af Primary = 3.17 cfs @ 12.11 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix C.2 Proposed Conditions Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 STORMWATER OPERATION AND MAINTANENCE PLAN (O&M) Owner/ Operator: Town of Barnstable Department of Public Works 382 Falmouth Street Hyannis, MA 02601 Prepared by: Kleinfelder 1 Beacon Street, Suite 8100 Boston, MA 02118 The following operation and maintenance practices will be performed on the proposed stormwater system by the Owner (Town of Millis). Table OM-1 Summary of Stormwater System Operation & Maintenance Tasks Listed By Item Item location on site Frequency What to do Infiltration Basin 1st & 2nd Year Post Construction Every 6 months, and after a major storm Inspection frequency can be reduced to annual following 2nd year post- construction monitoring. Inspections should focus on: Checking the infiltration basin surface for standing water or accumulated sediments. Checking the sedimentation chamber or forebay for sediment accumulation, trash, and debris. Inspect to be certain the sedimentation forebay drains within 24 to 72 hrs. Checking inlets, outlets, and overflow spillway for blockage, structural integrity, and evidence of erosion. Removal of decaying vegetation, litter, and debris. Paved surfaces Every Six Months or as needed Sweep and remove sediment from paved wearing surfaces at the site. Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 Table OM-1 – Continued Riprap Apron at Pressure Relief Outlet and Overflow Weir Every Six Months, and after major storms Inspect apron for excessive sediment accumulation, eroding slopes, rilling or gullying, repair and clean as necessary. Once every 4 years The apron should be cleaned of vegetation. Rip rap aprons At pipe outlets Annually, and after major storms Inspect aprons after major storm events or at a minimum annually. Repair as necessary. Annually Cleaning and remove debris from apron. Repair as necessary. Water Conveyance Swales Semi-annually, and after major storms Inspect swales after major storm event. Clean debris, and repair as necessary Annually Cleaning and remove debris from swales. Repair as necessary. Infiltration Chambers 1st & 2nd Year Post Construction Every 6 months, and after a major storm Inspection frequency can be reduced to annual following 2nd year post- construction monitoring. Inspections should focus on: Checking the infiltration chambers for standing water or accumulated sediments. Checking the inlet basin or forebay for sediment accumulation, trash, and debris. Inspect to be certain the sedimentation forebay drains within 24 to 72 hrs. Checking inlets, and outlets for blockage, structural integrity, and evidence of erosion. Removal of decaying vegetation, litter, and debris. Catch Basins & Manholes Every Six Months, and after major storms Inspect basin for excessive sediment accumulation, trash, and vegetation build up. Remove leaves and trash build up from catch basin grates as necessary. Inspect connected pipes for blockages and structural integrity Remove accumulated sediment, trash, and vegetation from sump. Pea Stone Diaphragm Every Six Months, and after major storms Inspect for sediment accumulation, trash, and vegetation build up. Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 Table OM-2 Annual Checklist of Stormwater System Operation & Maintenance Tasks Listed By Frequency. Frequency Item location on site What to do Date completed Notes Every Six Months Paved surfaces Sweep and remove sediment from paved surfaces on a semi- annual basis. Catch Basins, Manholes Inspect basin for excessive sediment accumulation, trash, and vegetation build up. Remove leaves and trash build up from catch basin grates as necessary. Inspect connected pipes for blockages and structural integrity Remove accumulated sediment, trash, and vegetation from sump. Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 Infiltration Chambers Inspections should focus on: Check the infiltration chamber surface for standing water and accumulated sediments. Check the inlet basin or forebay for sediment accumulation, trash, and debris. Inspect to be certain the infiltration system drains within 24 to 72 hrs. Check inlets, outlets, and overflow spillway for blockage, structural integrity, and evidence of erosion. Remove decaying vegetation, litter, and debris. Riprap Aprons at Pressure Relief Outlet, Drain Outlet, and Overflow Weir Inspect riprap aprons and Overflow Weir for excessive sediment accumulation, eroding slopes, rilling or gullying, repair and clean as necessary Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 Pea Stone Diaphragm Inspect and remove all accumulated sediment and debris. These inspections should also be performed after all major storms (more than 3.5 inches of rain in a 24-hour period). Stormwater Management Operation & Maintenance Plan Kleinfelder Barnstable Straightway Water Treatment Facility November 2024 Table OM-2 - Continued Frequency Item location on site What to do Date completed Notes Every six months Infiltration Basin 1st & 2nd Year Post Construction Every 6 months, and after a major storm Inspection frequency can be reduced to annual following 1st and 2nd year post- construction monitoring. Remove any accumulated sediment deposits. Use light equipment to remove top layer without compacting underlying area. Mow the area around the detention basin. Remove all clippings after mowing. Inspections should focus on: Checking the detention basin surface for standing water and accumulated sediments. Checking the sedimentation chamber or forebay for sediment accumulation, trash, and debris. Inspect to be certain the sedimentation forebay drains within 24 to 72 hrs. Checking inlets, outlets, and overflow spillway for blockage, structural integrity, and evidence of erosion. Removal of decaying vegetation, litter, and debris. These inspections should also be performed after all major storms (more than 3.5 inches of rain in a 24-hour period). LONG TERM POLLUTION PREVENTION PLAN (LTPPP) Page 1 Barnstable Old Shore Road Stormwater STORMWATER MANAGEMENT LONG TERM POLLUTION PREVENTION PLAN (LTPPP) Owner/ Operators: Town of Barnstable Department of Public Works 382 Falmouth Street Hyannis, MA 02601 Prepared by: Kleinfelder 1 Beacon Street, Suite 8100 Boston, MA 02118 A. MATERIALS MANAGEMENT PRACTICES The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. The Owner and Operator will be responsible for ensuring that these procedures are followed: 1. Good Housekeeping The following good housekeeping practices will be followed onsite: a) An effort will be made to store only enough products required to do the job. b) All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or in a containment area. At a minimum, all containers will be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. c) Products will be kept in their original containers with the original manufacturer's label in legible condition. d) Substances will not be mixed with one another unless recommended by the manufacturer. e) Whenever possible, all of a product will be used up before disposing of the container. f) Manufacturer’s recommendations for proper use and disposal will be followed. g) The Operator will be responsible for daily inspections for windblown litter and to ensure proper use and disposal of materials. Collection of all windblown litter will be deposited in an appropriate solid waste container. h) The Operator will be responsible for periodic street sweeping on an as need basis for all paved wearing surfaces on site. At a minimum sweeping shall be performed on a quarterly basis. LONG TERM POLLUTION PREVENTION PLAN (LTPPP) Page 2 Barnstable Old Shore Road Stormwater 2. Hazardous Substances These practices will be used to reduce the risks associated with Hazardous Substances. Material Safety Data Sheets (MSDS's) for each product with hazardous properties that is used at the Site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the operations office at the Site. Each employee who must handle a Hazardous Substance will be instructed on the use of MSDS sheets for the product he/she is using, particularly regarding spill control techniques. a) Products will be kept in original containers with the original labels in legible condition. b) Original labels and MSDS's will be procured and used for each product. c) If surplus product must be disposed manufacturer's and local/state/federal required methods for proper disposal must be followed. 3. Hazardous Waste It is imperative that all Hazardous Waste be properly identified and handled in accordance with all applicable Hazardous Waste Standards, including the storage, transport and disposal of the Hazardous Wastes. There are significant penalties for the improper handling of Hazardous Wastes. It is important that the Owner/Operator seeks appropriate assistance in making the determination of whether a substance or material is a Hazardous Waste. For example, Hazardous Waste may include certain Hazardous Substances, as well as pesticides, paints, paint solvents, cleaning solvents, pesticides, contaminated soils, and other materials, substances or chemicals that have been discarded (or are to be discarded) as being out-of-date, contaminated, or otherwise unusable, and can include the containers for those substances; other materials and substances can also be or become Hazardous Wastes, however. The Owner/Operator is also responsible for ensuring that all site personnel are instructed as to these Hazardous Waste requirements and also that the requirements are being followed. 4. Product Specific Practices The following product specific practices will be followed on the site: Petroleum Products All onsite vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which are clearly labeled. Drip pans shall be provided for all dispensers. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. LONG TERM POLLUTION PREVENTION PLAN (LTPPP) Page 3 Barnstable Old Shore Road Stormwater Fertilizers Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. Fertilizer will not be stored on-site on a long-term basis. All temporary storage of fertilizer will be in a covered container. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. Paints, Paint Solvents, and Cleaning Solvents. All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm sewer system but will be properly disposed of according to manufacturer’s instructions or federal, state, and local regulations. 5. Solid Wastes All waste materials will be collected and stored in a covered or enclosed containers and/or securely contained metal dumpsters or compactors. The containers will comply with all local and state solid waste management regulations. B. SPILL PREVENTION The Owner will train all personnel in the proper handling and cleanup of spilled Hazardous Substances or Oil. No spilled Hazardous Substances or Oil will be allowed to come in contact with stormwater discharges. If such contact occurs, the storm water discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated stormwater. It shall be the responsibility of the Owner to be properly trained, and to train all personnel in spill prevention and clean up procedures. In order to prevent or minimize the potential for a spill of Hazardous Substances or Oil to come into contact with stormwater, the following steps will be implemented: a) All Hazardous Substances or Oil (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, and cleaning solvents, etc.) will be stored in a secure location, with their lids on, preferably under cover, when not in use. b) The minimum practical quantity of all such materials will be kept at the site. c) A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. d) Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. e) It is the Operators responsibility to ensure that all Hazardous Waste discovered or generated at the site is disposed of properly by a licensed hazardous material disposal company. The Operator is responsible for not exceeding Hazardous Waste storage requirements mandated by the EPA or state and local authority. LONG TERM POLLUTION PREVENTION PLAN (LTPPP) Page 4 Barnstable Old Shore Road Stormwater C. SNOW MANAGEMENT Snow management will be performed by the Barnstable Department of Public Works. Snow will be placed and mounded on site, as necessary. Melting snow will be allowed to percolate through the vegetated surface. In the spring, when all the snow has melted, all accumulated sediment, and debris remaining shall be cleaned and removed from the site. 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix E Water Quality Calculations Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/13/2024Prepared by Kleinfelder Page 1HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P-1: Infiltration Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 20.00 2,590 0 20.05 2,637 131 20.10 2,683 264 20.15 2,730 399 20.20 2,777 537 20.25 2,823 677 20.30 2,870 819 20.35 2,917 964 20.40 2,963 1,111 20.45 3,010 1,260 20.50 3,057 1,412 20.55 3,103 1,566 20.60 3,150 1,722 20.65 3,197 1,881 20.70 3,243 2,042 20.75 3,290 2,205 20.80 3,337 2,371 20.85 3,383 2,539 20.90 3,430 2,709 20.95 3,477 2,882 21.00 3,524 3,057 21.05 3,570 3,234 21.10 3,617 3,414 21.15 3,664 3,596 21.20 3,710 3,780 21.25 3,757 3,967 21.30 3,804 4,156 21.35 3,850 4,347 21.40 3,897 4,541 21.45 3,944 4,737 21.50 3,990 4,935 21.55 4,037 5,136 21.60 4,084 5,339 21.65 4,130 5,544 21.70 4,177 5,752 21.75 4,224 5,962 21.80 4,270 6,174 21.85 4,317 6,389 21.90 4,364 6,606 21.95 4,410 6,825 22.00 4,457 7,047 22.05 4,504 7,271 22.10 4,550 7,497 22.15 4,597 7,726 22.20 4,644 7,957 22.25 4,690 8,190 22.30 4,737 8,426 22.35 4,784 8,664 22.40 4,830 8,904 22.45 4,877 9,147 22.50 4,924 9,392 22.55 4,970 9,640 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 22.60 5,017 9,889 22.65 5,064 10,141 22.70 5,110 10,396 22.75 5,157 10,652 22.80 5,204 10,911 22.85 5,250 11,173 22.90 5,297 11,436 22.95 5,344 11,702 23.00 5,391 11,971 23.05 5,437 12,241 23.10 5,484 12,514 23.15 5,531 12,790 23.20 5,577 13,068 23.25 5,624 13,348 23.30 5,671 13,630 23.35 5,717 13,915 23.40 5,764 14,202 23.45 5,811 14,491 23.50 5,857 14,783 23.55 5,904 15,077 23.60 5,951 15,373 23.65 5,997 15,672 23.70 6,044 15,973 23.75 6,091 16,276 23.80 6,137 16,582 23.85 6,184 16,890 23.90 6,231 17,200 23.95 6,277 17,513 24.00 6,324 17,828 Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/13/2024Prepared by Kleinfelder Page 2HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P-2: Infiltration Basin 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 20.00 530 0 20.05 553 27 20.10 576 55 20.15 598 85 20.20 621 115 20.25 644 147 20.30 667 180 20.35 690 213 20.40 712 248 20.45 735 285 20.50 758 322 20.55 781 360 20.60 803 400 20.65 826 441 20.70 849 483 20.75 872 526 20.80 895 570 20.85 917 615 20.90 940 662 20.95 963 709 21.00 986 758 21.05 1,009 808 21.10 1,031 859 21.15 1,054 911 21.20 1,077 964 21.25 1,100 1,019 21.30 1,123 1,074 21.35 1,145 1,131 21.40 1,168 1,189 21.45 1,191 1,248 21.50 1,214 1,308 21.55 1,236 1,369 21.60 1,259 1,431 21.65 1,282 1,495 21.70 1,305 1,560 21.75 1,328 1,625 21.80 1,350 1,692 21.85 1,373 1,760 21.90 1,396 1,830 21.95 1,419 1,900 22.00 1,442 1,972 22.05 1,464 2,044 22.10 1,487 2,118 22.15 1,510 2,193 22.20 1,533 2,269 22.25 1,556 2,346 22.30 1,578 2,425 22.35 1,601 2,504 22.40 1,624 2,585 22.45 1,647 2,666 22.50 1,670 2,749 22.55 1,692 2,833 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 22.60 1,715 2,919 22.65 1,738 3,005 22.70 1,761 3,092 22.75 1,783 3,181 22.80 1,806 3,271 22.85 1,829 3,362 22.90 1,852 3,454 22.95 1,875 3,547 23.00 1,897 3,641 23.05 1,920 3,737 23.10 1,943 3,833 23.15 1,966 3,931 23.20 1,989 4,030 23.25 2,011 4,130 23.30 2,034 4,231 23.35 2,057 4,333 23.40 2,080 4,437 23.45 2,103 4,541 23.50 2,125 4,647 23.55 2,148 4,754 23.60 2,171 4,862 23.65 2,194 4,971 23.70 2,216 5,081 23.75 2,239 5,192 23.80 2,262 5,305 23.85 2,285 5,419 23.90 2,308 5,533 23.95 2,330 5,649 24.00 2,353 5,766 24.05 2,376 5,885 24.10 2,399 6,004 24.15 2,422 6,125 24.20 2,444 6,246 24.25 2,467 6,369 24.30 2,490 6,493 24.35 2,513 6,618 24.40 2,536 6,744 24.45 2,558 6,871 24.50 2,581 7,000 24.55 2,604 7,130 24.60 2,627 7,260 24.65 2,649 7,392 24.70 2,672 7,525 24.75 2,695 7,659 24.80 2,718 7,795 24.85 2,741 7,931 24.90 2,763 8,069 24.95 2,786 8,208 25.00 2,809 8,348 Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/13/2024Prepared by Kleinfelder Page 3HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P-3: Infiltration Basin 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 12.00 257 0 12.02 263 5 12.04 268 11 12.06 274 16 12.08 280 21 12.10 286 27 12.12 291 33 12.14 297 39 12.16 303 45 12.18 309 51 12.20 314 57 12.22 320 63 12.24 326 70 12.26 331 77 12.28 337 83 12.30 343 90 12.32 349 97 12.34 354 104 12.36 360 111 12.38 366 118 12.40 372 126 12.42 377 133 12.44 383 141 12.46 389 149 12.48 395 156 12.50 400 164 12.52 406 172 12.54 412 181 12.56 417 189 12.58 423 197 12.60 429 206 12.62 435 214 12.64 440 223 12.66 446 232 12.68 452 241 12.70 458 250 12.72 463 259 12.74 469 269 12.76 475 278 12.78 480 288 12.80 486 297 12.82 492 307 12.84 498 317 12.86 503 327 12.88 509 337 12.90 515 347 12.92 521 358 12.94 526 368 12.96 532 379 12.98 538 389 13.00 544 400 13.02 549 411 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 13.04 555 422 13.06 561 433 13.08 566 445 13.10 572 456 13.12 578 468 13.14 584 479 13.16 589 491 13.18 595 503 13.20 601 515 13.22 607 527 13.24 612 539 13.26 618 551 13.28 624 564 13.30 629 576 13.32 635 589 13.34 641 602 13.36 647 614 13.38 652 627 13.40 658 641 13.42 664 654 13.44 670 667 13.46 675 681 13.48 681 694 13.50 687 708 13.52 692 722 13.54 698 736 13.56 704 750 13.58 710 764 13.60 715 778 13.62 721 792 13.64 727 807 13.66 733 821 13.68 738 836 13.70 744 851 13.72 750 866 13.74 756 881 13.76 761 896 13.78 767 911 13.80 773 927 13.82 778 942 13.84 784 958 13.86 790 974 13.88 796 989 13.90 801 1,005 13.92 807 1,022 13.94 813 1,038 13.96 819 1,054 13.98 824 1,070 14.00 830 1,087 Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/13/2024Prepared by Kleinfelder Page 4HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P-4: Infiltration Basin 4 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 12.00 112 0 12.02 118 2 12.04 123 5 12.06 129 7 12.08 134 10 12.10 140 13 12.12 145 15 12.14 151 18 12.16 156 21 12.18 162 25 12.20 167 28 12.22 173 31 12.24 178 35 12.26 184 38 12.28 189 42 12.30 195 46 12.32 200 50 12.34 206 54 12.36 212 58 12.38 217 63 12.40 223 67 12.42 228 71 12.44 234 76 12.46 239 81 12.48 245 86 12.50 250 91 12.52 256 96 12.54 261 101 12.56 267 106 12.58 272 111 12.60 278 117 12.62 283 123 12.64 289 128 12.66 294 134 12.68 300 140 12.70 306 146 12.72 311 152 12.74 317 159 12.76 322 165 12.78 328 171 12.80 333 178 12.82 339 185 12.84 344 192 12.86 350 199 12.88 355 206 12.90 361 213 12.92 366 220 12.94 372 227 12.96 377 235 12.98 383 243 13.00 389 250 13.02 394 258 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 13.04 400 266 13.06 405 274 13.08 411 282 13.10 416 290 13.12 422 299 13.14 427 307 13.16 433 316 13.18 438 325 13.20 444 333 13.22 449 342 13.24 455 351 13.26 460 361 13.28 466 370 13.30 471 379 13.32 477 389 13.34 483 398 13.36 488 408 13.38 494 418 13.40 499 428 13.42 505 438 13.44 510 448 13.46 516 458 13.48 521 469 13.50 527 479 13.52 532 490 13.54 538 500 13.56 543 511 13.58 549 522 13.60 554 533 13.62 560 544 13.64 565 556 13.66 571 567 13.68 577 578 13.70 582 590 13.72 588 602 13.74 593 613 13.76 599 625 13.78 604 637 13.80 610 650 13.82 615 662 13.84 621 674 13.86 626 687 13.88 632 699 13.90 637 712 13.92 643 725 13.94 648 738 13.96 654 751 13.98 659 764 14.00 665 777 Type III 24-hr 100-Year 2070 Rainfall=9.70"Barnstable Straightway Proposed Drainage Printed 11/13/2024Prepared by Kleinfelder Page 5HydroCAD® 10.20-2f s/n 00759 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond ST-1: Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 20.00 317 0 20.05 317 6 20.10 317 13 20.15 317 19 20.20 317 25 20.25 317 32 20.30 317 38 20.35 317 44 20.40 317 51 20.45 317 57 20.50 317 63 20.55 317 75 20.60 317 86 20.65 317 98 20.70 317 109 20.75 317 120 20.80 317 131 20.85 317 142 20.90 317 153 20.95 317 164 21.00 317 175 21.05 317 185 21.10 317 196 21.15 317 206 21.20 317 216 21.25 317 226 21.30 317 236 21.35 317 245 21.40 317 255 21.45 317 264 21.50 317 272 21.55 317 281 21.60 317 289 21.65 317 296 21.70 317 303 21.75 317 310 21.80 317 317 21.85 317 323 21.90 317 329 21.95 317 336 22.00 329 342 22.05 329 349 22.10 329 356 22.15 329 363 22.20 329 370 22.25 329 377 22.30 329 384 22.35 329 389 22.40 329 389 22.45 329 390 22.50 329 390 22.55 329 391 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 22.60 329 392 22.65 329 392 22.70 329 393 22.75 329 394 22.80 329 394 22.85 329 395 22.90 329 396 22.95 329 396 23.00 329 397 23.05 329 397 23.10 329 398 23.15 329 399 23.20 329 399 23.25 329 400 23.30 329 401 23.35 329 401 23.40 329 402 23.45 329 402 23.50 329 403 23.55 329 404 23.60 329 404 23.65 329 405 23.70 329 406 23.75 329 406 23.80 329 407 23.85 329 407 23.90 329 408 23.95 329 409 24.00 329 409 24.05 329 410 24.10 329 411 24.15 329 411 24.20 329 412 24.25 329 412 24.30 329 413 24.35 329 414 24.40 329 414 24.45 329 415 24.50 329 416 24.55 329 416 24.60 329 417 24.65 329 417 24.70 329 418 24.75 329 419 24.80 329 419 24.85 329 420 24.90 329 421 24.95 329 421 25.00 329 422 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix F Project Data: NOAA Rainfall and NRCS Web Soil Survey NOAA Atlas 14, Volume 10, Version 3 Location name: Barnstable Town, Massachusetts, USA* Latitude: 41.6437°, Longitude: -70.3075° Elevation: 29 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.267 (0.219‑0.324) 0.337 (0.276‑0.410) 0.452 (0.370‑0.551) 0.549 (0.445‑0.673) 0.681 (0.530‑0.879) 0.779 (0.593‑1.03) 0.884 (0.650‑1.22) 1.01 (0.690‑1.41) 1.20 (0.782‑1.74) 1.36 (0.863‑2.01) 10-min 0.378 (0.310‑0.459) 0.478 (0.392‑0.581) 0.642 (0.524‑0.783) 0.777 (0.630‑0.954) 0.964 (0.751‑1.24) 1.10 (0.839‑1.46) 1.25 (0.921‑1.73) 1.43 (0.976‑2.00) 1.70 (1.11‑2.46) 1.93 (1.22‑2.85) 15-min 0.444 (0.365‑0.539) 0.562 (0.461‑0.683) 0.755 (0.616‑0.921) 0.914 (0.741‑1.12) 1.13 (0.884‑1.46) 1.30 (0.987‑1.72) 1.47 (1.08‑2.03) 1.68 (1.15‑2.35) 2.00 (1.30‑2.90) 2.27 (1.44‑3.35) 30-min 0.660 (0.542‑0.801) 0.830 (0.680‑1.01) 1.11 (0.904‑1.35) 1.34 (1.08‑1.64) 1.66 (1.29‑2.14) 1.89 (1.44‑2.50) 2.15 (1.58‑2.96) 2.45 (1.67‑3.42) 2.92 (1.90‑4.22) 3.31 (2.10‑4.89) 60-min 0.875 (0.718‑1.06) 1.10 (0.900‑1.33) 1.46 (1.19‑1.78) 1.76 (1.43‑2.16) 2.18 (1.70‑2.81) 2.49 (1.89‑3.29) 2.82 (2.08‑3.89) 3.22 (2.20‑4.50) 3.83 (2.49‑5.54) 4.35 (2.75‑6.42) 2-hr 1.23 (1.02‑1.48) 1.53 (1.26‑1.84) 2.01 (1.65‑2.44) 2.41 (1.97‑2.94) 2.97 (2.33‑3.80) 3.38 (2.59‑4.43) 3.82 (2.84‑5.23) 4.36 (3.00‑6.02) 5.18 (3.41‑7.41) 5.89 (3.77‑8.57) 3-hr 1.47 (1.22‑1.77) 1.81 (1.50‑2.18) 2.37 (1.96‑2.86) 2.83 (2.32‑3.44) 3.47 (2.74‑4.42) 3.94 (3.04‑5.14) 4.46 (3.33‑6.05) 5.07 (3.52‑6.96) 6.01 (3.98‑8.52) 6.81 (4.39‑9.84) 6-hr 1.93 (1.61‑2.30) 2.34 (1.95‑2.80) 3.02 (2.51‑3.61) 3.58 (2.95‑4.31) 4.35 (3.46‑5.48) 4.92 (3.82‑6.34) 5.54 (4.16‑7.41) 6.26 (4.39‑8.49) 7.35 (4.92‑10.3) 8.26 (5.38‑11.8) 12-hr 2.42 (2.03‑2.86) 2.89 (2.43‑3.43) 3.66 (3.06‑4.36) 4.30 (3.58‑5.15) 5.19 (4.15‑6.46) 5.85 (4.57‑7.43) 6.55 (4.94‑8.60) 7.34 (5.20‑9.82) 8.48 (5.74‑11.7) 9.42 (6.21‑13.2) 24-hr 2.87 (2.43‑3.38) 3.39 (2.87‑4.00) 4.24 (3.57‑5.01) 4.95 (4.14‑5.87) 5.92 (4.76‑7.28) 6.65 (5.22‑8.34) 7.41 (5.61‑9.58) 8.24 (5.90‑10.9) 9.39 (6.44‑12.8) 10.3 (6.88‑14.3) 2-day 3.27 (2.79‑3.82) 3.83 (3.26‑4.48) 4.73 (4.01‑5.55) 5.48 (4.62‑6.46) 6.51 (5.28‑7.93) 7.30 (5.78‑9.04) 8.10 (6.18‑10.3) 8.96 (6.49‑11.7) 10.1 (7.02‑13.6) 11.1 (7.46‑15.1) 3-day 3.55 (3.04‑4.13) 4.11 (3.51‑4.79) 5.03 (4.28‑5.87) 5.79 (4.90‑6.79) 6.84 (5.57‑8.29) 7.64 (6.07‑9.41) 8.46 (6.49‑10.7) 9.32 (6.80‑12.1) 10.5 (7.34‑14.0) 11.5 (7.78‑15.5) 4-day 3.79 (3.25‑4.39) 4.35 (3.73‑5.05) 5.28 (4.50‑6.14) 6.04 (5.12‑7.06) 7.10 (5.80‑8.57) 7.90 (6.31‑9.69) 8.72 (6.72‑11.0) 9.60 (7.03‑12.4) 10.8 (7.60‑14.4) 11.8 (8.05‑15.9) 7-day 4.42 (3.81‑5.10) 4.99 (4.30‑5.76) 5.93 (5.09‑6.86) 6.71 (5.72‑7.80) 7.78 (6.40‑9.32) 8.60 (6.91‑10.5) 9.43 (7.32‑11.8) 10.3 (7.62‑13.2) 11.5 (8.16‑15.1) 12.5 (8.60‑16.7) 10-day 5.02 (4.34‑5.77) 5.61 (4.85‑6.45) 6.58 (5.67‑7.59) 7.38 (6.32‑8.55) 8.49 (7.02‑10.1) 9.34 (7.54‑11.3) 10.2 (7.94‑12.6) 11.1 (8.24‑14.1) 12.3 (8.78‑16.0) 13.3 (9.20‑17.6) 20-day 6.83 (5.96‑7.80) 7.52 (6.55‑8.59) 8.65 (7.51‑9.90) 9.59 (8.27‑11.0) 10.9 (9.05‑12.8) 11.9 (9.65‑14.2) 12.9 (10.1‑15.7) 13.8 (10.4‑17.3) 15.0 (10.9‑19.3) 15.9 (11.2‑20.8) 30-day 8.40 (7.36‑9.55) 9.18 (8.03‑10.4) 10.5 (9.11‑11.9) 11.5 (9.98‑13.2) 13.0 (10.8‑15.2) 14.1 (11.5‑16.7) 15.2 (11.9‑18.3) 16.2 (12.3‑20.2) 17.5 (12.7‑22.3) 18.4 (13.0‑23.7) 45-day 10.4 (9.17‑11.8) 11.3 (9.94‑12.8) 12.8 (11.2‑14.5) 14.0 (12.2‑15.9) 15.6 (13.1‑18.2) 17.0 (13.9‑19.9) 18.2 (14.3‑21.7) 19.3 (14.7‑23.8) 20.6 (15.1‑26.0) 21.5 (15.3‑27.5) 60-day 12.2 (10.7‑13.7) 13.2 (11.6‑14.9) 14.8 (13.0‑16.7) 16.1 (14.0‑18.3) 17.9 (15.1‑20.7) 19.4 (15.9‑22.7) 20.7 (16.4‑24.6) 21.9 (16.8‑26.9) 23.3 (17.1‑29.2) 24.2 (17.3‑30.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi Hydrologic Soil Group—Barnstable County, Massachusetts (Straightway Water Treatment Facility HSG MAP) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/13/2024 Page 1 of 446103004610400461050046106004610700461080046109004611000461110046112004611300461140046115004611600461170046103004610400461050046106004610700461080046109004611000461110046112004611300461140046115004611600390600390700390800390900391000391100391200391300391400391500391600 390600 390700 390800 390900 391000 391100 391200 391300 391400 391500 391600 41° 38' 58'' N 70° 18' 51'' W41° 38' 58'' N70° 18' 4'' W41° 38' 12'' N 70° 18' 51'' W41° 38' 12'' N 70° 18' 4'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,950 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 Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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 23, Sep 17, 2024 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. Hydrologic Soil Group—Barnstable County, Massachusetts (Straightway Water Treatment Facility HSG MAP) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/13/2024 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Water 11.6 4.5% 54A Freetown and Swansea mucks, coastal lowland, 0 to 1 percent slopes B/D 4.6 1.8% 55A Freetown coarse sand, 0 to 3 percent slopes, sanded surface B/D 1.9 0.7% 252A Carver coarse sand, 0 to 3 percent slopes A 85.1 32.7% 252B Carver coarse sand, 3 to 8 percent slopes A 147.4 56.7% 252C Carver coarse sand, 8 to 15 percent slopes A 9.5 3.6% Totals for Area of Interest 260.0 100.0% Hydrologic Soil Group—Barnstable County, Massachusetts Straightway Water Treatment Facility HSG MAP Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/13/2024 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Barnstable County, Massachusetts Straightway Water Treatment Facility HSG MAP Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/13/2024 Page 4 of 4 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix G Boring Logs GRAPHICS KEY W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MA The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report. Solid lines separating strata on the logs represent approximate boundaries only, dashed lines are inferred or extrapolated boundaries. Actual transitions may be gradual or differ from those represented. No warranty is provided as to the continuity of soil or rock conditions between individual sample locations. Logs represent general soil or rock conditions observed at the point of exploration on the date indicated. In general, Unified Soil Classification System (ASTM D2488/D2487) designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing. Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5% and 12% passing the No. 200 sieve require dual USCS symbols, ie., CL-ML, GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM. If sampler is not able to be driven at least 6 inches then 50/X indicates number of blows required to drive the identified sampler X inches with a 140 pound hammer falling 30 inches. ABBREVIATIONS Cu - Coefficients of Uniformity CC - Coefficients of Curvature WOH - Weight of Hammer WOR - Weight of Rod REFERENCES 1. American Society for Materials and Testing (ASTM), 2011, ASTM D2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System). SILTY, CLAYEY GRAVEL SILTY, CLAYEY GRAVEL WITH SAND WELL-GRADED SAND, WELL-GRADED SAND WITH GRAVEL POORLY GRADED SAND, POORLY GRADED SAND WITH GRAVEL WELL-GRADED SAND WITH SILT, WELL-GRADED SAND WITH SILT AND GRAVEL POORLY GRADED SAND WITH SILT, POORLY GRADED SAND WITH SILT AND GRAVEL POORLY GRADED SAND WITH CLAY, POORLY GRADED SAND WITH CLAY AND GRAVEL (OR SILTY CLAY AND GRAVEL) SILTY SAND, SILTY SAND WITH GRAVEL GP-GC GC-GM FINE GRAINED SOILS(50% or more passesthe No. #200 sieve)WELL-GRADED GRAVEL, WELL-GRADED GRAVEL WITH SAND POORLY GRADED GRAVEL, POORLY GRADED GRAVEL WITH SAND WELL-GRADED SAND WITH CLAY (OR SILTY CLAY), WELL-GRADED SAND WITH CLAY AND GRAVEL (OR SILTY CLAY AND GRAVEL) CLAYEY SAND, CLAYEY SAND WITH GRAVELCOARSE GRAINED SOILS (More than 50% retained on No. 200 Sieve)SILTY, CLAYEY SAND, SILTY, CLAYEY SAND WITH GRAVEL LEAN CLAY, LEAN CLAY WITH SAND, LEAN CLAY WITH GRAVEL SILTS AND CLAYS (Liquid Limit 50 or greater) NOTE: USE MATERIAL DESCRIPTION ON THE LOG TO DEFINE A GRAPHIC THAT MAY NOT BE PROVIDED ON THIS LEGEND. MH CH OH STANDARD PENETRATION SPLIT SPOON SAMPLER (2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) inner diameter) VacTruck UNIFIED SOIL CLASSIFICATION SYSTEM1 SP-SM SP-SC SM SC SANDS WITH 5% TO 12% FINES GRAVELS WITH > 12% FINES SILTS AND CLAYS (Liquid Limit less than 50) WELL-GRADED GRAVEL WITH SILT, WELL-GRADED GRAVEL WITH SILT AND SAND POORLY GRADED GRAVEL WITH CLAY (OR SILTY CLAY), POORLY GRADED GRAVEL WITH CLAY AND (OR SILTY CLAY AND SAND) SILTY GRAVEL, SILTY GRAVEL WITH SAND CLAYEY GRAVEL, CLAYEY GRAVEL WITH SAND POORLY GRADED GRAVEL WITH SILT, POORLY GRADED GRAVEL WITH SILT AND SAND SP CLEAN SANDS WITH <5% FINES SILT, SILT WITH SAND, SILT WITH GRAVELML CL ORGANIC CLAY, ORGANIC CLAY WITH SAND, ORGANIC CLAY WITH GRAVEL, ORGANIC SILT, ORGANIC SILT WITH SAND, ORGANIC SILT WITH GRAVEL ORGANIC CLAY, ORGANIC CLAY WITH SAND, ORGANIC CLAY WITH GRAVEL, ORGANIC SILT, ORGANIC SILT WITH SAND, ORGANIC SILT WITH GRAVEL CL-ML WELL-GRADED GRAVEL WITH CLAY (OR SILTY CLAY), WELL-GRADED GRAVEL WITH CLAY AND SAND (OR SILT CLAY AND SAND) SILTY CLAY, SILTY CLAY WITH SAND, SILTY CLAY WITH GRAVEL ELASTIC SILT. ELASTIC SILT WITH SAND, ELASTIC SILT WITH GRAVEL FAT CLAY, FAT CLAY WITH SAND, FAT CLAY WITH GRAVEL OL SANDS WITH > 12% FINES CLEAN GRAVEL WITH <5% FINES GRAVELS WITH 5% TO 12% FINES SW SW-SC SW-SM SC-SM GP-GM GM GC GW GP GW-GM GW-GC SANDS (50% or more of coarse fraction passes the No. 4 Sieve)GRAVELS (More than 50% of coarse fraction retained on No. 4 Sieve)DRILLING METHOD/SAMPLER TYPE GRAPHICS NOTES GROUND WATER GRAPHICS OBSERVED SEEPAGE WATER LEVEL (level where first observed) WATER LEVEL (additional levels after exploration) WATER LEVEL (level after stabilizing period)gINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_GEO_LEG1_GRAPHICS_KEY_W_USCS]PLOTTED: 05/21/2024 03:49 PM BY: SPandaDATE: 4/19/2024 CHECKED BY: BGS DRAWN BY: SP 24003062.001A PROJECT NO.: SPT-N (# blows / ft) SOIL DESCRIPTION KEY (For additional tables, see ASTM D2488) W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MA APPARENT DENSITY 30 - 50 10 - 30 4 - 10 Secondary Constituent is Coarse Grained Term of Use <5% With Modifier 5 to <15% Secondary Constituent is Fine Grained 15% Trace <15% 15 to <30% 30% AMOUNT CRITERIA <500 0.5 PP <1 1 PP <2 2 PP <4 4 PP Pocket Pen (tsf) PP < 0.25 Medium Stiff 0.25 PP <0.5 SPT - N (# blows / ft) medium SIEVE SIZE DESCRIPTION Damp but no visible water #40 - #10 0.0029 - 0.017 in. (0.07 - 0.43 mm.) Passing #200 <0.0029 in. (<0.07 mm.) DESCRIPTION 3 - 12 in. 3/4 -3 in. #4 - 3/4 in. 1,000 - 2,000 2,000 - 4,000 4,000 - 8,000 >8,000 <4 Very Dense Dense Medium Dense >50 Loose Very Loose Alternating layers of varying material or color with the layers less than 1/4-in. (6 mm) thick, note thickness.Laminated Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay; note thickness.Lensed Boulders Cobbles coarse fine Gravel Same color and appearance throughout Breaks along definite planes of fracture with little resistance to fracturing. Homogeneous DESCRIPTION Alternating layers of varying material or color with layers at least 1/4-in. (6mm) thick, note thickness. Fissured Fracture planes appear polished or glossy, sometimes striated.Slickensided DESCRIPTION Non-Plastic Low Dry Wet Visible free water, usually soil is below water table FIELD TEST Absence of moisture, dusty, dry to the touch Sand Fines GRAIN SIZE >12 in. (304.8 mm.) 3 - 12 in. (76.2 - 304.8 mm.) 3/4 -3 in. (19 - 76.2 mm.) 0.19 - 0.75 in. (4.8 - 19 mm.) 0.079 - 0.19 in. (2 - 4.9 mm.)#10 - #4 0.017 - 0.079 in. (0.43 - 2 mm.) #200 - #40 Cohesive soil that can be broken down into small angular lumps which resist further breakdown.Blocky CRITERIA Medium High CRITERIA A 1/8 in. (3 mm) thread cannot be rolled at any water content. The thread can barely be rolled and the lump cannot be formed when drier than the plastic limit. The thread is easy to roll and not much time is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit. It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit. coarse fine Moist Rounded Subrounded Particles have nearly plane sides but have well-rounded corners and edges. Angular Particles have sharp edges and relatively plane sides with unpolished surfaces. Subangular Particles have smoothly curved sides and no edges. Particles are similar to angular description but have rounded edges. DESCRIPTION None Weak Crumbles or breaks with considerable finger pressure Moderately Weakly Will not crumble or break with finger pressure DESCRIPTION Strongly FIELD TEST Crumbles or breaks with handling or little finger pressure Readily indented by thumb but penetrated only with great effort Easily penetrated several inches by fist Easily penetrated several inches by thumb Can be penetrated several inches by thumb with moderate effort Readily indented by thumbnail Indented by thumbnail with difficulty VISUAL / MANUAL CRITERIACONSISTENCY <2 >30 Very Soft Strong No visible reaction Some reaction, with bubbles forming slowly Violent reaction, with bubbles forming immediately DESCRIPTION FIELD TEST Soft Stiff Very Stiff Hard 2 - 4 4 - 8 8 - 15 15 - 30 UNCONFINED COMPRESSIVE STRENGTH (Qu)(psf) >12 in. Stratified 500 - 1,000 CONSISTENCY - FINE-GRAINED SOIL2, 3 CEMENTATION1 APPARENT DENSITY - COARSE-GRAINED SOIL2 PLASTICITY1 STRUCTURE1 ANGULARITY1 GRAIN SIZE1 MOISTURE CONTENT1 REACTION WITH HYDROCHLORIC ACID1 SECONDARY CONSTITUENT1 REFERENCES 1. American Society for Materials and Testing (ASTM), 2017, ASTM D2488: Standard Practice for Description and Identification of Soils (Visual Manual Procedures). 2. Terzaghi, K and Peck, R., 1948, Soil Mechanics in Engineering Practice, John Wiley & Sons, New York. 3. United States Department of the Interior Bureau of Reclamation (USBR), 1998, Earth Manual, Part I.gINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [_KLF_GEO_LEG2_SOIL_DESC_KEY]PLOTTED: 05/21/2024 03:49 PM BY: SPandaDATE: 4/19/2024 CHECKED BY: BGS DRAWN BY: SP 24003062.001A PROJECT NO.: 95 2.2 23.75 16.0 12.0 G-1: 3-in thick topsoil Dark brown, fine to medium SAND and SILT, trace gravel with root fragments [FILL] G-2: Light brown, fine to medium SAND and SILT, little gravel, with root fragments [FILL] G-3: Same as above [FILL] G-4: Light brown, fine to coarse SAND, little silt, trace gravel [FILL] G-5: Same as above G-6: Brown, fine to coarse SAND, little gravel, trace silt [FILL] S-1: Brown, medium dense, fine to coarse SAND and GRAVEL, trace silt [FILL] S-2: Brown, medium dense, fine to coarse SAND, trace gravel, trace silt S-3: Grey, medium dense, fine to coarse SAND and GRAVEL, trace silt with cobbles The boring was terminated at approximately 12 ft. below ground surface. The boring was backfilled with cuttings on April 15, 2024. 3" 11" 24" SP BC=7 5 5 7 BC=10 7 7 7 BC=12 10 9 13 PID= 1 PID= 0.5 PID= 0.4 PID= 0.4 PID= 0.2 PID= 0.3 PID= 0 PID= 0 PID= 0 Groundwater was observed at approximately 6 ft. (Elev.= 18.00 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. Analytical samples were collected from the top 2 feet for environmental testing. 5. The top 6 feet was pre-cleared using vacuum excavation. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-1 BORING LOG B-1 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 24.00 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Cloudy 50s-60s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/15/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)20 15 10 5 0 -5 -10 -15 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberG-1 G-2 G-3 G-4 G-5 G-6 S-1 S-2 S-3PLOTTED: 05/21/2024 03:45 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 87 100 0.9 1.0 25.9 18.0 G-1: 1-inch thick gravel Brown, fine to coarse SAND, little gravel, trace silt with root fragments [FILL] G-2: Tan, fine to coarse SAND, little gravel, trace silt with root fragments [FILL] G-3: Tan, fine to coarse SAND, little gravel, trace silt with root fragments [FILL] G-4: Tan, fine to coarse SAND, some gravel, trace silt [FILL] G-5: Tan, fine to coarse SAND, little gravel, trace silt [FILL] G-6: Tan, coarse SAND, trace gravel, trace silt [FILL] S-1: Tan, loose, fine to coarse SAND, little gravel, trace silt [FILL] S-2: Brown, medium dense, fine to coarse SAND and GRAVEL, little silt S-3: Multi colored, loose, GRAVEL, trace sand S-4: Grey, medium dense, fine to coarse SAND, trace silt S-5: Grey-brown, medium dense, fine to coarse SAND, some gravel, trace silt with cobbles S-6: Tan, medium dense, GRAVEL, some fine to coarse sand, trace silt S-7: Tan, medium dense, coarse SAND, little gravel 8" 12" 1" 9" 17" 3" 24" 3" SP SP 3.9 BC=1 2 5 8 BC=8 12 9 12 BC=8 5 5 1 BC=4 6 6 6 BC=8 11 16 21 BC=11 14 15 13 BC=4 7 8 14 PID =0.1 PID = 0.2 PID = 0.2; Organic content = 0.1% PID = 0.1 PID = 0.1 PID = 0 PID = 0.1 PID = 0.1 PID = 0 PID = 0.1 PID = 0 Rig chatter PID = 0; red staining PID = 0.1 PID = 0; blowount/heave in sand FIELD EXPLORATION Page: 1 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-2 BORING LOG B-2 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 26.00 Surface Condition: Gravel NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 60s-70s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/15/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)25 20 15 10 5 0 -5 -10 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberG-1 G-2 G-3 G-4 G-5 G-6 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8PLOTTED: 05/21/2024 03:45 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type -22.0 S-8: Tan, medium dense, GRAVEL, little coarse sand, trace silt S-9: No recovery S-10: Grey-tan, medium dense, fine to coarse SAND and GRAVEL, trace silt The boring was terminated at approximately 48 ft. below ground surface. The boring was backfilled with cuttings and sand on April 15, 2024. 3" (cont.) NR 3" BC=6 9 13 12 BC=9 11 15 14 BC=14 12 14 12 observed PID = n/a; PID = 0.1 Switched to 3-in split spoon sampler to get better sample recovery Groundwater was observed at approximately 9 ft. (Elev.= 17.00 ft.) below ground surface during drilling. Groundwater was observed at approximately 9.5 ft. (Elev.= 16.50 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. Analytical samples were collected from the top 2 feet for environmental testing. 5. The top 6 feet was pre-cleared using vacuum excavation. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 2 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-2 BORING LOG B-2 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 26.00 Surface Condition: Gravel NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 60s-70s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/15/2024 Depth (feet)45 50 55 60 65 70 75Elevation (feet)-15 -20 -25 -30 -35 -40 -45 -50 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-8 (cont.) S-9 S-10PLOTTED: 05/21/2024 03:45 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 57 70 4.5 5.6 30.9 25.0 10.0 G-1: 1-inch thick gravel Tan, fine to coarse SAND, little gravel, trace silt with cobbles [FILL] G-2: Brown, fine to coarse SAND and GRAVEL, trace silt with cobbles [FILL] G-3: Brown, fine to coarse SAND and GRAVEL, trace silt [FILL] G-4: Tan, coarse SAND, some gravel, trace silt with cobbles [FILL] G-5: Tan, coarse SAND, little gravel, trace silt [FILL] S-1: Tan brown, medium dense, fine to coarse SAND, little gravel, trace silt S-2: Tan, dense, fine to coarse SAND, some gravel, little silt S-3: Multi-colored, medium dense, GRAVEL, little sand, trace silt S-4: Tan, dense, fine to coarse SAND and GRAVEL with cobbles The boring was terminated at approximately 21 ft. below ground surface. The boring was backfilled with cuttings on April 15, 2024. 9" 15" 12" 6" SP-SM BC=5 4 11 14 BC=38 24 20 22 BC=11 13 12 11 BC=11 16 17 24 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0 PID= 0 PID= 0.1 PID= 0.1; metallic odor Rig chatter Rig chatter Rig chatter Rig chatter PID= 0.1, petroleum odor PID= 0.1, red stain, petroleum odor Groundwater was observed at approximately 15 ft. (Elev.= 16.00 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. The top 6 feet was pre-cleared using vacuum excavation. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-3 BORING LOG B-3 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.00 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 60s-70s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/15/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)30 25 20 15 10 5 0 -5 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberG-1 G-2 G-3 G-4 G-5 S-1 S-2 S-3 S-4PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type DRAFT2" SCH 40 Solid PVC Riser 2" SCH 40 Slotted 0.010 PVC Screen Concrete Soil Cuttings Bentonite Chips Sand Sand Sand 87 7.7 30.83 19.0 15.0 S-1: 2-inch thick topsoil Dark brown, medium dense, fine to medium SAND, some gravel, little silt with root fragments [FILL] S-2: Light brown, loose, fine to coarse SAND, some silt, little gravel [FILL] S-3: Light brown, dense, fine to coarse SAND and GRAVEL, little clayey silt [FILL] S-4: Light brown, very dense, fine to coarse SAND, some gravel, trace clayey silt with stone fragments [FILL] S-5: Grey brown, very dense, fine to coarse SAND and GRAVEL, little clayey silt with stone fragments [FILL] S-6: Grey tan, dense, coarse SAND, some gravel The boring was terminated at approximately 16 ft. below ground surface. The boring was backfilled with sand, bentonite seal, cuttings and cement/roadbox installed at surface on April 16, 2024. 14" 14" 4" 12" 11" 8" -SM BC=9 9 13 16 BC=10 3 6 6 BC=11 12 25 28 BC=29 29 37 34 BC=20 29 29 21 BC=24 18 18 18 Groundwater was observed at approximately 3.5 ft. (Elev.= 27.50 ft.) below ground surface during drilling. Groundwater was observed at approximately 5 ft. (Elev.= 26.00 ft.) below ground surface at the end of drilling. Groundwater was observed at approximately 16 ft. (Elev.= 15 ft.) below ground surface after drilling completion. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-4-OW BORING LOG B-4-OW MONITORING WELL CONSTRUCTION*Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.00 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 50s-60s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/16/2024 - 4/16/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)30 25 20 15 10 5 0 -5 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-1 S-2 S-3 S-4 S-5 S-6PLOTTED: 05/15/2024 03:53 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type2" SCH 40 Solid PVC Riser 2" SCH 40 Slotted 0.010 PVC Screen Concrete Soil Cuttings Bentonite Chips Sand Sand Sand MONITORING WELL CONSTRUCTION* PID= 0.1 PID= 0.1 PID= 0 PID= 0.2 PID= 0.2 PID= 0 Page: 1 of 1 BORING LOG B-4-OW W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MA DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001A SW 93 89 95 6.9 1.6 1.9 31.08 23.5 G-1: 5-inch thick topsoil Dark brown, fine to medium SAND, some silt, little gravel with root fragments [FILL] G-2: Same as above [FILL] G-3: Tan, fine to coarse SAND, trace silt, trace gravel [FILL] G-4: Same as above [FILL] G-5: Tan, coarse SAND, trace gravel, trace silt [FILL] S-1: No recovery [FILL] S-2: Tan, very dense, fine to coarse SAND, trace gravel, little silt S-3: Grey-tan, medium dense, fine to coarse SAND, little gravel, trace silt S-4: Grey tan, medium dense, fine to coarse SAND and GRAVEL, trace silt S-5: Tan grey, medium dense, fine to coarse SAND, trace gravel, trace silt S-6: Same as above except medium dense S-7: Tan grey, medium dense, fine to coarse SAND, some gravel, trace silt NR 16" 8" 7" 10" 10" 11" 8" -SM SP SP BC=16 15 25 12 BC=30 31 35 25 BC=9 11 11 9 BC=11 7 10 7 BC=10 11 16 12 BC=7 9 10 13 BC=12 13 13 16 PID= 0 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0 PID= 0 PID= N/A PID= 0 PID= 0 PID= 0 blowount/heave in sand observed, hence drilling mud introduced PID= 0 PID= 0 PID= 0 PID= 0 FIELD EXPLORATION Page: 1 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-5 BORING LOG B-5 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.50 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 50s-60s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/17/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)30 25 20 15 10 5 0 -5 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberG-1 G-2 G-3 G-4 G-5 S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample TypeSW -14.5 S-8: Tan grey, medium dense, fine to coarse SAND and GRAVEL, trace silt S-9: Tan grey, medium dense, fine to coarse SAND, little gravel, trace silt The boring was terminated at approximately 46 ft. below ground surface. The boring was backfilled with cuttings on April 17, 2024. 8" (cont.) 6" BC=10 12 13 7 BC=9 10 14 14 PID = 0 Groundwater was observed at approximately 14 ft. (Elev.= 17.50 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. Analytical samples were collected from the top 2 to 10 feet for environmental testing. 5. The top 6 feet was pre-cleared using vacuum excavation. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 2 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-5 BORING LOG B-5 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.50 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 50s-60s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/17/2024 Depth (feet)45 50 55 60 65 70 75Elevation (feet)-10 -15 -20 -25 -30 -35 -40 -45 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-8 (cont.) S-9PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 78 12 30.17 23.0 8.5 -1.5 S-1: 10-inch thick topsoil Brown, medium dense, fine to coarse SAND, some gravel, little silt [FILL] S-2: Yellow, medium dense, coarse SAND, some gravel, trace silt with root fragments [FILL] S-3: Grey, medium dense, fine to coarse SAND and GRAVEL, trace silt [FILL] S-4: Grey-brown, dense, fine to coarse SAND and GRAVEL, little silt with cobbles [FILL] S-5: Grey, dense, fine to coarse SAND, some gravel, trace silt S-6: Grey, dense, fine to coarse SAND, some gravel, trace silt S-7: Grey, medium dense, fine to coarse SAND, some gravel, trace silt S-8: Grey, medium dense, GRAVEL, some fine to coarse sand, little silt S-9: Grey, medium dense, GRAVEL, some fine to coarse sand, little silt S-10: Grey, medium dense, fine to coarse SAND, trace gravel, trace silt S-11: No recovery 12" 15" 7" 8" 9" 10" 4" 4" 4" 3" NR SP-SM 3.3 BC=3 6 6 6 BC=10 12 14 17 BC=10 13 16 24 BC=12 16 16 18 BC=10 15 16 20 BC=13 14 18 14 BC=12 10 13 10 BC=6 6 9 12 BC=8 8 15 18 BC=6 7 14 10 PID= 0 PID= 0; Organic content = 0.5% PID= 0 PID= 0; red staining PID= 0 PID= 0 PID= 0 PID= 0.2; petroleum odor PID= 0.1; petroleum odor PID= 0.1; petroleum odor PID = N/A; blowount/heave in FIELD EXPLORATION Page: 1 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-6 BORING LOG B-6 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.00 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 60s-70s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/16/2024 - 4/17/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)30 25 20 15 10 5 0 -5 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S-10 S-11PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 100 1.9 -15.0 S-12: Light brown, dense, fine to coarse SAND, trace silt The boring was terminated at approximately 46 ft. below ground surface. The boring was backfilled with cuttings on April 17, 2024. NR (cont.) 9"SP BC=3 5 8 7 BC=9 10 21 20 sand observed PID = 0.1; split spoon sampler changed to 3-in sampler and left overnight to obtain a sample with recovery Groundwater was observed at approximately 14 ft. (Elev.= 17.00 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. It should be noted, a 5-feet long section of a 4-inch diameter steel casing was lost during retrieval. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 2 of 2 LABORATORY RESULTS Lithologic Description BORING LOG B-6 BORING LOG B-6 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 31.00 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 60s-70s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/16/2024 - 4/17/2024 Depth (feet)45 50 55 60 65 70 75Elevation (feet)-10 -15 -20 -25 -30 -35 -40 -45 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-11 (cont.) S-12PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 97 100 1.5 2.1 31.5 28.0 14.5 6.0 S-1: 6-inch thick topsoil Brown, very loose, fine to medium SAND, some silt, little gravel with root fragments [SUBSOIL] S-2: Tan, medium dense, fine to coarse SAND, trace gravel, trace silt with cobbles [SUBSOIL] S-3: Tan, medium dense, fine to coarse SAND and GRAVEL, trace silt S-4: Tan, dense, fine to coarse SAND and GRAVEL with cobbles S-5: Grey tan, medium dense, fine to coarse SAND and GRAVEL, litle clayey silt S-6: Tan, medium dense, fine to coarse SAND and GRAVEL, trace silt S-7: Tan, medium dense, fine to coarse SAND, trace silt S-8: Same as above The boring was terminated at approximately 26 ft. below ground surface. The boring was backfilled with cuttings on April 18, 2024. 7" 9" 12" 14" 9" 9" 7" 9" SP SP 11.0 BC=WOR 1 2 9 BC=4 5 7 8 BC=7 10 18 23 BC=12 18 21 19 BC=12 13 11 11 BC=13 10 12 10 BC=9 9 13 9 BC=9 9 11 13 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0; Organic content = 0.5% PID = 0 PID = 0 Groundwater was observed at approximately 14 ft. (Elev.= 18.00 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-7 BORING LOG B-7 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 32.00 Surface Condition: Sparse Vegetation NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Cloudy 40s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/18/2024 - 4/18/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)30 25 20 15 10 5 0 -5 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8PLOTTED: 05/21/2024 03:46 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type DRAFT2" SCH 40 Solid PVC Riser 2" SCH 40 Slotted 0.010 PVC Screen Concrete Soil Cuttings Bentonite Chips Sand Sand Sand 86 3.2 29.25 21.5 3.5 G-1: 3-inch thick topsoil Brown, fine to coarse SAND, trace silt, trace gravel with root fragments [FILL] G-2: Same as above [FILL] G-3: Same as above [FILL] G-4: Brown, fine to coarse SAND, trace silt, trace gravel [FILL] G-5: Tan, fine to coarse SAND, trace silt, trace gravel with cobbles [FILL] S-1: Tan, very loose to loose, fine to coarse SAND, little gravel, trace silt [FILL] S-2: Brown, dense, fine to coarse SAND, some gravel, little silt S-3: Tan grey, medium dense, fine to coarse SAND and GRAVEL, trace silt S-4: Tan grey, medium dense, fine to medium SAND and GRAVEL, trace silt with rock fragments S-5: Grey, medium dense, fine to coarse SAND and GRAVEL The boring was terminated at approximately 26 ft. below ground surface. The boring was backfilled with sand, bentonite seal, cuttings and cement/roadbox installed at surface on April 17, 2024. 8" 16" 6" 7" 4" SPBC=1 1 3 13 BC=24 25 22 22 BC=16 8 9 9 BC=8 8 10 10 BC=8 7 14 14 Groundwater was observed at approximately 11 ft. (Elev.= 18.50 ft.) below ground surface at the end of drilling. Groundwater was observed at approximately 14.5 ft. (Elev.= 15 ft.) below ground surface after drilling completion. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. The top 6 feet was pre-cleared using vacuum excavation. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-8-OW BORING LOG B-8-OW MONITORING WELL CONSTRUCTION*Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 29.50 Surface Condition: Grass NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Sunny 40s-50s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: VacTruck FX50/Acker Soil Scout 24 in. O.D. S. Panda/T. Templeton Vacuum Excavation/Drive and Wash with CasingPlunge:-90 degrees T. Gernier/M. Jimmy 4/15/2024 - 4/17/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)25 20 15 10 5 0 -5 -10 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberG-1 G-2 G-3 G-4 G-5 S-1 S-2 S-3 S-4 S-5PLOTTED: 05/15/2024 03:54 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type2" SCH 40 Solid PVC Riser 2" SCH 40 Slotted 0.010 PVC Screen Concrete Soil Cuttings Bentonite Chips Sand Sand Sand MONITORING WELL CONSTRUCTION* PID= 0 PID= 0 PID= 0.1 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 PID= 0 GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Straightway Site Plan Alternative 2", prepared by Kleinfelder, dated March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. 4. The top 6 feet was pre-cleared using vacuum excavation. A PID (ppmv) was used for environmental field screening. Page: 1 of 1 BORING LOG B-8-OW W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MA DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001A 96 100 2.7 3.5 16.67 13.0 -14.0 S-1: 4-in topsoil Brown-yellow, medium dense, fine to medium SAND, little silt, little gravel with root fragments [SUBSOIL] S-2: Tan, medium dense, fine to coarse SAND, trace gravel, trace silt [SUBSOIL] S-3: Tan, medium dense, fine to coarse SAND and GRAVEL, trace silt S-4: Tan, medium dense, fine to coarse SAND, trace gravel, trace silt with cobbles S-5: Grey, medium dense, fine to coarse SAND, little silt, little gravel S-6: Grey-brown, medium dense, fine to coarse SAND, trace silt S-7: Same as above S-8: Same as above S-9: Same as above except dense The boring was terminated at approximately 31 ft. below ground surface. The boring was backfilled with cuttings on April 18, 2024. 8" 18" 7" 10" 7" 10" 7" 12" 21" SP SP BC=2 6 13 10 BC=10 10 7 15 BC=9 19 11 8 BC=18 10 15 12 BC=12 11 14 13 BC=9 12 16 21 BC=12 12 10 12 BC=10 13 12 24 BC=9 18 17 21 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0.1; orange stains PID= 0.1; orange stains PID= 0.1 PID= 0.1 Groundwater was observed at approximately 8 ft. (Elev.= 9.00 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Hyannisport and Simmons Pond Site Plan", prepared by Kleinfelder, March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-9 BORING LOG B-9 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 17.00 Surface Condition: Sparse Vegetation NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Cloudy/rain 40s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/18/2024 - 4/18/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)15 10 5 0 -5 -10 -15 -20 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9PLOTTED: 05/21/2024 03:47 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 100 3.0 17.0 14.0 -13.0 S-1: 12-in thick topsoil Brown yellow, loose, fine to medium SAND, some silt with root fragments [SUBSOIL] S-2: Tan, loose, fine to coarse SAND, little silt, little gravel [SUBSOIL] S-3: Tan, medium dense, fine to coarse SAND, little silt, little gravel S-4: Tan, medium dense, fine to coarse SAND, little silt, little gravel S-5: Tan, medium dense, fine to coarse SAND, trace silt S-6: Tan, medium dense, fine to coarse SAND and GRAVEL, trace silt S-7A: Tan, fine to coarse SAND and GRAVEL, trace silt S-7B: Yellow brown, fine to coarse SAND, little gravel, trace silt S-8: Tan, medium dense, fine to coarse SAND, little gravel, trace silt S-9: Tan, medium dense, fine to coarse SAND, little gravel, trace silt The boring was terminated at approximately 31 ft. below ground surface. The boring was backfilled with cuttings on April 18, 2024. 7" 15" 14" 12" 11" 10" 6" 6" 11" 16" SP 4.0 BC=1 4 3 6 BC=4 5 4 4 BC=4 7 8 10 BC=10 8 9 11 BC=8 6 6 5 BC=3 5 7 12 BC=9 9 16 13 BC=11 11 18 16 BC=9 11 13 14 PID= 0 PID= 0; Organic content = 0.4% PID= 0 PID= 0 PID= 0 PID= 0.1 PID= 0.1 PID= 0.1 PID= 0.1 Groundwater was observed at approximately 8.5 ft. (Elev.= 9.50 ft.) below ground surface at the end of drilling. GENERAL NOTES: 1. Ground surface elevation based on conceptual design drawing titled "Hyannisport and Simmons Pond Site Plan", prepared by Kleinfelder, March 6, 2024. 2. When strata breaks are not observed in the split spoon, strata breaks are inferred based on rig behavior (bouncing, chattering, penetration resistance, drilling water color, etc.) 3. A Photo Ionization Detector (PID in ppmv) was used for environmental field screening of soil samples. GROUNDWATER LEVEL INFORMATION: FIELD EXPLORATION Page: 1 of 1 LABORATORY RESULTS Lithologic Description BORING LOG B-10 BORING LOG B-10 Dry Unit Wt. (pcf)Passing #4 (%)Passing #200 (%)Massachusetts State Plane Coordinate System Ground Surface Elevation (ft.): 18.00 Surface Condition: Sparse Vegetation NAD83 - NAVD88 Geologic Earth ExplorationsDrilling Company: Drilling Method: Drilling Equipment: Cloudy/rain 40s Exploration Diameter: Hammer Type - Drop:140 lb. Cathead - 30 in. Logged By: Date Begin - End: Hor.-Vert. Datum: Weather: Drill Crew: Acker Soil Scout 4 in. O.D. S. Panda Drive and Wash with CasingPlunge:-90 degrees T. Gernier 4/18/2024 - 4/18/2024 Depth (feet)5 10 15 20 25 30 35Elevation (feet)15 10 5 0 -5 -10 -15 -20 Graphical LogRecovery(NR=No Recovery)USCSSymbolWaterContent (%)Blow Counts(BC)=Uncorr. Blows/6 in.Liquid LimitAdditional Tests/RemarksPlasticity Index(NP=NonPlastic)W Barnstable Straightway Water Treatment Facility 228 Straightway/132 Smith Street Barnstable, MASampleNumberS-1 S-2 S-3 S-4 S-5 S-6 S-7A S-7B S-8 S-9PLOTTED: 05/21/2024 03:47 PM BY: SPandagINT FILE: Klf_gint_master_2024 PROJECT NUMBER: 24003062.001A OFFICE FILTER: BOSTONgINT TEMPLATE: E:KLF_STANDARD_GINT_LIBRARY_2024.GLB [__KLF_BORING/TEST PIT SOIL LOG]DATE: 4/24/2024 CHECKED BY: BGS DRAWN BY: SP PROJECT NO.: 24003062.001ASample Type 20233667.002A December 2024 © 2024 Kleinfelder www.kleinfelder.com KLEINFELDER One Beacon Street, Suite 8100, Boston, MA 02108 p | 617.497.7800 f | 617.498.4630 Appendix H Groundwater Table Worksheet HIGH GROUND-WATER LEVEL COMPUTATION Date: Site Location:Permit: Owner:Phone: Contractor:Phone: Notes: STEP 1 Date:0 mm/dd/yy feet below ls STEP 2 A) Appropriate index well B) Water-level range zone STEP 3 mm/yy STEP 4 0 STEP 5 0 NOTE*Tables 1-9 "Potential Water-Level Rise" are attached as worksheets to this file. Using Table of Potential Water Level Rise for index well (STEP 2A), current depth to water level for index well (STEP 3), and water-level zone (STEP 2B) determine water-level adjustment. Estimate depth to high water by subtracting the water-level adjustment (STEP 4) from measured depth to water level at site (STEP 1). Using monthly "Current Water Resources Conditions" determine current depth to water level for index well. Measure depth to water table to nearest 1/10 ft. (depth is in feet below land surface) Using Water-Level Range Zone and Index Well Map locate site and determine: monthly index well data: www.capecodcommission.org/wells.html