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Stormwater Report
0 STORMWATER REPORT 28 SOUTH SHORE DRIVE, YARMOUTH Prepared By: Coastal Engineering Company, Inc. 260 Cranberry Highway Orleans, MA 02653 May 18, 2023 BY: DAV RED JACKET RESORT Prepared For: RJ Resort Holdings, LLC 444 Maddison Ave #14 New York, NY 10022 G:\C17\C17189.03 - RJ Resorts Holdings LLC - CIV\Permitting\CIV\Local\Conservation\SMPA C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 1 Table of Contents Introduction ......................................................................................................................................................................... 2 Existing Conditions............................................................................................................................................................ 2 Summary of Work............................................................................................................................................................. 3 Design & Calculation Standards .................................................................................................................................... 4 Soils ....................................................................................................................................................................................... 4 Pre-Development Hydrology .......................................................................................................................................... 4 Post-Development Hydrology ........................................................................................................................................ 7 Stormwater Analysis Results ......................................................................................................................................... 8 Stormwater Management Standards (MassDEP Checklist) .................................................................................. 11 Appendix Appendix A- Pre Drainage Areas Appendix A- Post Drainage Areas Appendix B- NRCS Soil Map and Soil Series Appendix B- MGA Soil Report Appendix C- HydroCAD Calculations - Pre Appendix C- HydroCAD Calculations - Post Appendix D- TSS Removal - Roofed Appendix D- TSS Removal - Pool Patio Appendix E- NOAA Atlas 14 Rainfall Data Appendix F- Stormwater Check List C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 2 Introduction The project is located at the Red Jacket Resort property on South Shore Drive, Yarmouth, MA. The project consists of proposed renovations and improvements to the existing resort needed to upgrade the existing facility’s buildings and grounds, including site landscape/hardscape improvements and other site amenities intended to enhance the facility’s guest experience. Proposed improvements to the site include a new swimming pool and caban configuration, a spa, a trellised outdoor bar, patios, walkways and other site landscaping/hardscaping improvements as shown on plans prepared by the Project Design Team. Other site improvements to the existing hotel facility includes improved hotel/restaurant arrival and porte cochere area; site accessibility, entrance road/parking lot, and yards/parking areas fronting South Shore Rd, and infrastructure improvments to the storm drainage system. The Scope of Work is summarized below: The project work area primarily is on the water side of the Hotel grounds, located to the west of the main entrance drive. Work in this area includes renovation work both inside and outside the building. Interior work includes renovations to the existing guest rooms and accessibility improvements for ADA compliance. Exterior work consists of the renovation of the existing pool and spa area and includes the demolition of the two existing pools, the pool patio, equipment vault, walkways, and beach stairs. New construction includes a new pool, spa, pool patio, pervious walkways and a trellised outdoor bar along with associated site utilities including underground water service, plumbing and electric. The pool deck and areas around the hotel buildings will feature new landscaping/hardscaping, with native plantings in the ecological sensitive areas to mitigate site work in the buffer zones. New storm drainage improvements are provided to collect stormwater runoff from the building and pervious ground surfaces. Improved areas within the buffer zones will be offset with native shrubs and mitigation plantings at a 3.76:1 ratio resulting in over 5,265 SF of ecological mitigation area (2,765 SF dune restoration and 2,500 SF lawn conversion). The replacement of lawn with native vegetation will improve the sites ability to attain and infiltrate groundwater. Existing Conditions The property is located within several wetland resource areas, both Coastal and Riverine. To the south, the project locus faces Nantucket Sound, with the following resource areas: Coastal Bank, Coastal Dune, and Land Subject to Coastal Storm Flowage (Flood Zone VE14, VE13, AE,11, and AE13). To the west, the property is bound by Parkers River, with its mouth defined between two jetties that protects that channel leading into Nantucket Sound. The Parker River represents a designated Riverfront Area with a 100 ft and 200 ft riverfront area buffer extending from the riverbank to within the hotel side of the property. The Coastal wetland resource areas include a 50 ft. and 100 ft. coastal wetland buffer (dune and coastal bank) that is located along the seawall, revetment, and portion of neighboring property located on South Shore Drive. The beach (up to the seawall) is located within the Mass Wildlife’s Natural Heritage & Endangered Species Program (NHESP) as referenced on the MA GIS online mapping tool, but does not appear to be in an Area of Critical Environmental Concern (ACEC) or any other regulated area not otherwise specified herein. C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 3 Currently, the land is a fully developed site, with two hotel structures (one with an indoor pool), six cottages, five sheds, outdoor freezer, brick walkways, paved parking and driveways, tennis court, lawn covered recreation areas, miscellaneous concrete pads, seawalls, revetment, and a dock. The property has the following utilities: gas, water, drainage, and electricity. The property has multiple septic leaching fields located across the site as shown on record survey plan titled “Existing Conditions Plan” Dated 11- 17-2022 by Feldman Geospatial. The coastal resource areas were delineated by Lucas Environmental, LLC on 11-4-2022 and 11-17-2022. Existing waterfront structures on the property are pre-existing and are currently licensed with DEP Waterways, Chpt 91, including the following referenced licenses: DEP License #5389 Timber Pier and Float DEP License #6518 – Existing Pier, Ramp, Float and Piles DEP License #5733 – Existing Steel Bulkhead DEP License #5753 – Placement of Beach Nourishment DEP License #498/3104 – Existing Stone Revetment DEP License #498/5830/6104 – Stone Jetty Construction and Maintenance Summary of Work The project consists of proposed renovations and improvements to the existing resort as described above and includes the following Summary of Work: Demolition and Disposal of: two pools between the hotel buildings. pool patios and pool amenity structures. Impervious walkways between the buildings. patio and tent structure behind the seawall beach access stairs and wash down area Interior Renovation of the existing hotel guest rooms building accessibility ADA guest room improvements New Construction of a pool and spa. a patio and pool decks. an open-air bar pavilion with seating and gas fireplace. pervious walkways for guests and maintenance vehicles. a stormwater infiltration system for the roof and walkways site utilities and infrastructure improvements recreational area landscaping hardscaping including night sky landscape lighting and signage new staircase down to the beach. Mitigation area plantings and vegetative treatments C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 4 See plan set titled “Red Jacket Beach Resort & Spa – Red Hospitality” by Coastal Engineering Company dated 05-18-23, Mitigation Plans and Project Protocol and Narrative by Wilkinson Ecological Design for a more detailed depiction of proposed site improvements. Design & Calculation Standards Pre- and Post-Development drainage calculations were prepared utilizing the U.S. Soil Conservation Service Technical Release 20 – Urban Hydrology for Small Watersheds, the U.S. Soil Conservation Service National Engineering Hydrology Handbook, NOAA Atlas 14 rainfall data (Appendix E), and accepted engineering design practice. These standards were applied in the use of HydroCAD stormwater modeling software to generate a representative model of existing hydrology and proposed stormwater management features. See appendix A for NOAA Atlas 14 rainfall data. A TC of 10 min is used for the analysis. The Dynamic Field Method was used for soil recharge calculations. See appendix B for soil report by McArdle Gannon Associates, Inc. A Falling head test was used to determine the infiltration rate of the soil located within the area of proposed leaching system. Where applicable, MA Department of Environmental Protection (DEP) Stormwater Handbook performance standards, along with accepted engineering practices, are utilized in preparing a stormwater management system design. Furthermore, local regulations and performance standards are applied to the design, apart from any noted waiver requests. Soils The Natural Resource Conservation Service (NRCS) soils mapping with corresponding soils type is in Appendix B. The mapping indicates that most of the site is located within 665 – Udipsamments, smooth. A Hydrologic Soil Group classification is unavailable. The beach is located within 610 – Beaches, sand. A Hydrologic Soil Group classification is unavailable. Due to insufficient soil information from NRCS, soil borings were performed by McArdle Gannon Associates. Five soil test borings were performed, two of which included an onsite infiltration test (Falling Head Test) to determine the soil permeability rate in the soil horizon where the system is to be placed. The recorded groundwater elevation during the excavation was 2.5. The proposed grading and stormwater design basis maintains more than a 2-ft separation to the seasonal high groundwater. The infiltration rate obtained from the permeability test is 36 inches/hour based on Test Hole 3 where the proposed system is to be located. See Appendix B for soil boring locations and field logs. Pre-Development Hydrology The existing topography within the site is relatively flat. Stormwater runoff generated from the existing development flows towards multiple points due to the topography: Parkers River (the river), Nantucket Sound, South Shore Dr. Pawkannawkut Dr. Barkentine Cir, and drainage system within the property. Parkers River is tidal. The entirety of the site is located within the land subject to coastal C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 5 storm flowage. For this analysis, it was assumed that the rainfall event is not associated with the coastal event and that the proposed stormwater system will function as designed except in the event of coastal flooding. The site has limited drainage infrastructure. All existing parking (except for cottages along South shore drive) are connected to leaching catch basins located within the hotel driveway. The cottages located along South Shore Drive drain to the catch basins located on South Shore Drive. All roofed structures have downspouts that drain directly onto the surface. There are no yard drains, all other runoff is direct surface runoff. The first Study Point 1 (SP-1) is located at the corner of Pawkannawkut Drive and Brikentine Circle. The contributing drainage area is a small flat portion of the lot (max el. = 6.45 and min el. = 6.03) with an area of 631± s.f. that is used to house a trash enclosure and a shed. The trash enclosure consists of a 210± s.f. concrete pad, and the roofed shed has an area of 118±s.f. The rest of the drainage area for the study point is gravel. The CN value is 97 for this Study point. Study Point 2 (SP-2) is the existing drainage structures that are located on a flat parking lot behind the cottages (plans for infiltration basins have not been located). The contributing drainage area is flat with a max. el. = 6.61 and min. el. = 5.57. The contributing drainage area is 32,882 ± s.f. The area is primarily impervious with 21,405± s.f. of pavement, 2,540± s.f. of roofed area, 320± s.f. or decks and the rest is lawn. The CN value is 83 for this Study point. Study Point 3 (SP-3) is located on the corner of Barkentine Circle. The contributing drainage area is flat with a max. el. = 6.3 and min. el. = 5.60. The contributing drainage area is 6,407 ± s.f. The area has a portion of a tennis court taking up 2,561± s.f., a portion of a shed and its concrete pad 86± s.f. and 194± s.f. respectively. The rest of the area is lawn. The CN value is 64 for this Study point. Study Point 4 (SP-4) is located on the southeast portion of the lot. The runoff flows directly onto South Shore Drive and the public catch basin. The contributing drainage area is flat with a max. el. = 7.8 and min. el. = 4.05. The contributing drainage area is 27,317± s.f. The area has a portion of a tennis court taking up 4,566± s.f., a portion of a cottage with a roofed area of 1,931± s.f., a portion of a parking lot with a paved footprint of 1,050± s.f. The rest of the area is lawn. The CN value is 55 for this Study point. Study Point 5 (SP-5) is also located on South Shore Drive, however the contributing area is a different unconnected leaching catch basin. The contributing drainage area has a max. el. = 7.63 and min. el. = 4.78. The contributing drainage area is 6,136± s.f. The area has a portion of a paved parking area taking up 1,651± s.f., a portion of two cottages with a roofed area of 1,136± s.f., a combined patio area of 289± s.f. The rest of the area is lawn. The CN value is 68 for this Study point. Study Point 6 (SP-6) is similar to SP-5 as it is also located on South Shore Drive, with a different unconnected leaching catch basin. The contributing drainage area has a max. el. = 7.4 and min. el. = 4.25. The contributing drainage area is 6,123± s.f. The area has a portion of a paved parking area taking up 1,479± s.f., a portion of two cottages with a roofed area of 868± s.f., a combined patio area of 97± s.f. The rest of the area is lawn. The CN value is 74 for this Study point. Study Point 7 (SP-7) is in the interior of the lot with two leaching catch basins connected by a 10” pipe. The contributing drainage area has a max. el. = 8.1 and min. el. = 4.81. The contributing drainage area C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 6 is 5,071± s.f. The area has a portion of a paved driveway taking up 2,706± s.f., a small portion of the hotel roof as well as a cottage roof area of 767± s.f., a patio area of 114± s.f. The rest of the area is lawn. The CN value is 81 for this Study point. Study Point 8 (SP-8) is in the interior of the lot with a leaching catch basin. The contributing drainage area has a max. el. = 10.79 and min. el. = 5.4. The contributing drainage area is 4,978± s.f. Most of the area is a paved driveway and parking lot taking up 3,648± s.f., a small portion of the hotel roof for an area of 405± s.f., a patio area of 233± s.f. The rest of the area is lawn. The CN value is 87 for this Study point. Study Point 9 (SP-9) is in the interior of the lot with a leaching catch basin. The contributing drainage area has a max. el. = 10.8 and min. el. = 5.5. The contributing drainage area is 27,725 ± s.f. Most of the area is a paved driveway and parking lot taking up 16,063± s.f., a small portion of the hotel roof for an area of 5259± s.f., a deck area of 230± s.f. The rest of the area is lawn. The CN value is 85 for this Study point. Study Point 10 (SP-10) is in the interior of the lot with a leaching catch basin. The contributing drainage area has a max. el. = 10.58 and min. el. = 5.88. The contributing drainage area is 40,212± s.f. Most of the area is a paved driveway and parking lot taking up 29,822± s.f., a small portion of the hotel roof for an area of 6,395± s.f., a deck area of 234± s.f. The rest of the area is lawn. The CN value is 92 for this Study point. Study Point 11 (SP-11) is located within Kearsarge Road to the north of the subject lot. The contributing drainage area has a max. el. = 9.9 and min. el. = 8.5. The contributing drainage area is 5,697 ± s.f. The area has paved access for kitchen use taking up 2,511± s.f., a small portion of the hotel roof for an area of 1,839± s.f., The rest of the area is lawn. The CN value is 84 for this Study point. Study Point 12 (SP-12) is located at the end of South shore drive and the runoff is directed around the seawall down to south shore drive and finally to the beach. The contributing drainage area has a max. el. = 10.68 and min. el. = 4.4. The contributing drainage area is 6,895± s.f. The area has a paved walkway to the back of the hotel taking up 1,124± s.f., a small portion of the hotel roof for an area of 885± s.f., The rest of the area is lawn. The CN value is 56 for this Study point. Study Point 13 (SP-13) is located at the west portion of the lot. Due to the seawall extending from South Shore drive to the river and back up north the runoff has no place to escape but to naturally infiltrate into the soil. The contributing drainage area is the largest so far and has a max. el. = 10.86 and min. el. = 8.31. making it the flattest part of the site. The contributing drainage area is 103,463 ± s.f. The area has a paved walkway and pool patio taking up 18,672± s.f., the hotel roof for an area of 43,234± s.f., Deck area of 500± s.f. The rest of the area is lawn and plantings. The CN value is 75 for this Study point. The lot also contains the beach extending from the seawall to the MHW line. This portion was not analyzed as it is made entirely of sand. For a more detailed plan see Appendix A. C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 7 Post-Development Hydrology The project proposes to upgrade the existing hardscapes and pool areas while maintaining the same grading intent. The grades will slope down at around 1% from the north to the south towards the seawall. The proposed walkways will be constructed out of bricks dry laid in sand to allow for natural infiltration. The existing roof downspouts located within the limit of work will be connected to a 8” roof collector pipes that will discharge into Cultec infiltration systems. The proposed pool patio will be connected to a slot drain that will discharge runoff into a manhole prior to a similar Cultec system. All systems will have overflow pipes that discharge stormwater that surpass the 25-year event within the lawn by the steel sheet pipe wall, all other storms will be infiltrated directly into the ground. The first infiltration system is used to treat only the clean roof runoff for the left most hotel closest to parker river. The bottom of the system is set at elevation 4.5 (2 ft above high groundwater). The minimum elevation was used due to the pre-existing site topography. Raising the grade is impractical as the sheet pile walls, building floor elevations, and ADA walkways are constraints for the proposed finish grade. The roofed system needed to be split into two components due to the length of pipe needed for a pitch that would work with the chamber depth, as well as trying to maintain the system to be 100’ away from the resource area buffer zones. The leaching basin consists of 18 R280 HD Cultec units that have 12” of stone on all sides, and 6” of stone above and below the units. The total system length is 45 ft, the width is 14.75ft, and the depth is 3.21 ft. The bottom of the system is set at el. 4.5 and the top of system is set at el. 7.71. The system will have a 10” overflow pipe that will discharge stormwater events greater than the 25-year event by the seawall. The second infiltration system is used to treat only the clean roof runoff for the right most hotel closest to South Shore Drive. The bottom of the system is set at elevation 4.5 (2 ft above high groundwater) for the same reason as system 1. The leaching basin consists of 14 R280 HD Cultec units that have 12” of stone on all sides, and 6” of stone above and below the units. The total system length is 52 ft, the width is 10.33 ft, and the depth is 3.21 ft. The bottom of the system is set at el. 4.5 and the top of system is set at el. 7.71. The system will have a 10” overflow pipe that will discharge stormwater events greater than the 25-year event by the seawall. The third infiltration system is used to treat the runoff for the pool patio. The patio will have a trench drain that is connected to an 8” pipe that will connect to a 4 ft diameter drain manhole with a 4 ft sump, prior to infiltrating using the Cultec system. The bottom of system is set at elevation 4.5 (2 ft above high groundwater) for the same reason as system 1 and 2. The leaching basin consists of 15 R280 HD Cultec units that have 12” of stone on all sides, and 6” of stone above and below the units. The total system length is 38 ft, the width is 14.75 ft, and the depth is 3.21 ft. The bottom of the system is set at el. 4.5 and the top of system is set at el. 7.71. The system will have a 10” overflow pipe that will discharge stormwater events greater than the 25-year event by the seawall. Other Study points were not evaluated as they have not been altered. C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 8 Storage Volume Peak Elevation and Outflow Infiltration system 1 (67P), Rawls Rate = 17.75 inches/hour, 10” Outlet Pipe Elev.=7.21 Storm Rainfall (inches) Peak Elevation Infiltration (cfs) Over flow (cfs) 2-year 3.36 5.51 0.27 0.00 10-year 4.89 6.37 0.27 0.00 25-year 5.85 7.17 0.27 0.00 100-year 7.32 7.89 0.27 1.34 Storage Volume Peak Elevation and Outflow Infiltration system 2 (78P), Rawls Rate = 17.75 inches/hour, 10” Outlet Pipe Elev.=7.21 Storm Rainfall (inches) Peak Elevation Infiltration (cfs) Over flow (cfs) 2-year 3.36 5.50 0.22 0.00 10-year 4.89 6.36 0.22 0.00 25-year 5.85 7.16 0.22 0.00 100-year 7.32 7.62 0.22 0.58 Storage Volume Peak Elevation and Outflow Infiltration system 3 (79P), Rawls Rate = 17.75 inches/hour, 10” Outlet Pipe Elev.=7.21 Storm Rainfall (inches) Peak Elevation Infiltration (cfs) Over flow (cfs) 2-year 3.36 5.16 0.23 0.00 10-year 4.89 6.11 0.23 0.00 25-year 5.85 7.03 0.23 0.00 100-year 7.32 7.61 0.23 0.70 Stormwater Analysis Results Study Point 13 Peak Runoff (cfs) (Within work limits) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 3.02 1.28 1.74 10-year 4.89 6.06 3.04 3.02 25-year 5.85 8.10 4.29 3.81 100-year 7.32 11.32 8.51 2.81 Study Point 1 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.04 0.04 0 10-year 4.89 0.06 0.06 0 25-year 5.85 0.07 0.07 0 100-year 7.32 0.09 0.09 0 C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 9 Study Point 2 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 1.42 1.42 0 10-year 4.89 2.49 2.49 0 25-year 5.85 3.17 3.17 0 100-year 7.32 4.21 4.21 0 Study Point 3 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.08 0.08 0 10-year 4.89 0.23 0.23 0 25-year 5.85 0.34 0.34 0 100-year 7.32 0.51 0.51 0 Study Point 4 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.08 0.08 0 10-year 4.89 0.51 0.51 0 25-year 5.85 0.88 0.88 0 100-year 7.32 1.52 1.52 0 Study Point 5 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.11 0.11 0 10-year 4.89 0.27 0.27 0 25-year 5.85 0.38 0.38 0 100-year 7.32 0.56 0.56 0 Study Point 6 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.17 0.17 0 10-year 4.89 0.35 0.35 0 25-year 5.85 0.46 0.46 0 100-year 7.32 0.65 0.65 0 Study Point 7 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.20 0.20 0 10-year 4.89 0.36 0.36 0 25-year 5.85 0.47 0.47 0 100-year 7.32 0.63 0.63 0 C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 10 Study Point 8 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.25 0.25 0 10-year 4.89 0.42 0.42 0 25-year 5.85 0.52 0.52 0 100-year 7.32 0.68 0.68 0 Study Point 9 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 1.30 1.30 0 10-year 4.89 2.21 2.21 0 25-year 5.85 2.79 2.79 0 100-year 7.32 3.67 3.67 0 Study Point 10 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 2.41 2.41 0 10-year 4.89 3.73 3.73 0 25-year 5.85 4.55 4.55 0 100-year 7.32 5.80 5.80 0 Study Point 11 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.26 0.26 0 10-year 4.89 0.44 0.44 0 25-year 5.85 0.56 0.56 0 100-year 7.32 0.74 0.74 0 Study Point 12 Peak Runoff (cfs) Storm Rainfall (inches) Pre-Development Post-Development Reduction 2-year 3.36 0.26 0.26 0 10-year 4.89 0.44 0.44 0 25-year 5.85 0.56 0.56 0 100-year 7.32 0.74 0.74 0 11 Stormwater Management Standards (MassDEP Checklist) The following information summarizes compliance with the Stormwater Management Standards. Standard 1: No New Untreated Discharges The project proposes the installation of new infiltration structures that will treat and infiltrate all of the runoff from impervious surfaces, which includes the roofed areas and pool patio. The proposed walkways are considered pervious as they are drylaid in sand to allow for water to infiltrate the ground immediately. Standard 2: Peak Rate Attenuation The project standard has been met for peak runoff and peak volume. Calculations provided and summarized in the Stormwater Analysis Results show that post-development peak discharge rates do not exceed pre-development peak discharge rates for the 2- year, 10-year, 25-year, and 100-year 24-hour storm events. Standard 3: Recharge The project design is providing groundwater recharge at a volume greater than required using an infiltration BMP. The required recharge volume is based upon Group A soils - sand at 1 - inch. Required: Rv req = (0.6-inches)(impervious area) / 12 Rv req (system 1) = 0.6 in x 11,916 / 12 = 993 cf Rv req (system 2) = 0.6 in x 9,540 / 12 = 795 cf Rv req (system 3) = 0.6 in x 9,311 / 12 = 776 cf Provided: Rv volume provided for system 1 = 1,322 cf+/- Rv provided for system 1 = 1,322 cf > 993 cf required Rv volume provided for system 2 = 1,035 cf+/- Rv provided for system 1 = 1,035 cf > 795 cf required Rv volume provided for system 3 = 1,103 cf+/- Rv provided for system 1 = 1,103 cf > 776 cf required C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 12 The proposed infiltration BMP drywells were sized based on the dynamic field method and will drain in 72 hours. ))((AreaBottomK RvTimedrawdown System 1 1,322 cubic feet / [(17.75 inches/hour)(1 ft/12 inches)(664sf)] = 1.35 hours Time drawdown = 1.35 < 72 hours so result is satisfactory for design purposes System 2 1,035 cubic feet / [(17.75 inches/hour)(1 ft/12 inches)(538sf)] = 1.30 hours Time drawdown = 1.30 < 72 hours so result is satisfactory for design purposes System 3 1,103 cubic feet / [(17.75 inches/hour)(1 ft/12 inches)(538sf)] = 1.33 hours Time drawdown = 1.33 < 72 hours so result is satisfactory for design purposes Standard 4: Water Quality The project provides 80% TSS removal. Stormwater is collected from roofs and enters the subsurface leaching system. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The project site is not a LUHPPLs. Standard 6: Critical Areas The site is not located within critical areas Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable This is a redevelopment project. Stormwater BMPs have been provided (e.g., infiltration). C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 13 Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control The project is not covered by a NPDES Construction General Permit. The project site acreage is below the NPDES threshold for a SWPPP. Standard 9: Operation and Maintenance Plan An Operation and Maintenance Plan has been included. Standard 10: Prohibition of Illicit Discharges There are no known illicit discharges. C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 14 Appendix A Pre Drainage Area Post Drainage Area Z ZZZZZ Z ZZZZZZZZZ ZZDA-2 ROOF: 2,540 S.F. PAVEMENT : 21,405 S.F. VEGETATION: 8,617 S.F. DECK:320 S.F. TOTAL AREA :32,882 S.F. CN = 83 TC = 10 (MIN.) DA-1 ROOF: 118 S.F. CONCRETE: 210 S.F. GRAVEL:303 S.F. TOTAL AREA :631 S.F. CN = 97 TC = 10 (MIN.) SP-1 (PAWKANNAWAKUT ST.) SP-2 (EX. DRAINAGE SYSTEM) SP-2 (EX. DRAINAGE SYSTEM) SP-3 (BARKENTINE CIR) DA-4 ROOF: 1,931 S.F. TENNIS: 4,566 S.F. PAVEMENT : 1,050 S.F. VEGETATION: 19,540 S.F. DECK:230 S.F. TOTAL AREA :27,317 S.F. CN = 55 TC = 10 (MIN.) DA-3 ROOF:86 S.F. CONCRETE: 194 S.F. TENNIS: 2,561 S.F. VEGETATION: 3,566 S.F. TOTAL AREA :6,407 S.F. CN = 64 TC = 10 (MIN.) SP-4 (SOUTH SHORE DR.) DA-5 ROOF:1,136 S.F. PAVEMENT : 1,651 S.F. PATIO: 289 S.F. VEGETATION: 3,060 S.F. TOTAL AREA :6,136 S.F. CN = 68 TC = 10 (MIN.) SP-5 (SOUTH SHORE DR.) SP-6 (SOUTH SHORE DR.) DA-6 ROOF:868 S.F. PAVEMENT : 1,479 S.F. PATIO: 97 S.F. VEGETATION: 2,452 S.F. TOTAL AREA :6,123 S.F. CN = 74 TC = 10 (MIN.)SP-7 (EX. DRAINAGE) DA-7 ROOF:767 S.F. PAVEMENT : 2,706 S.F. PATIO: 114 S.F. VEGETATION: 1,484 S.F. TOTAL AREA :5,071 S.F. CN = 81 TC = 10 (MIN.) SP-8 (EX. DRAINAGE) DA-8 ROOF:405 S.F. PAVEMENT : 3,648 S.F. PATIO: 233 S.F. VEGETATION: 1,484 S.F. TOTAL AREA :4,978 S.F. CN = 87 TC = 10 (MIN.) SP-9 (EX. DRAINAGE) SP-10 (EX. DRAINAGE) DA-10 ROOF: 6,395 S.F. PAVEMENT : 29,822 S.F. VEGETATION: 3,761 S.F. DECK:234 S.F. TOTAL AREA :40,212 S.F. CN = 92 TC = 10 (MIN.) SP-11 (KEARSARGE RD.)DA-11 ROOF:1,839 S.F. PAVEMENT : 2,511 S.F. VEGETATION: 1,347 S.F. TOTAL AREA :5,697 S.F. CN = 84 TC = 10 (MIN.) SP-12 (SOUTH SHORE DR.) DA-12 ROOF:885 S.F. PAVEMENT : 1,124 S.F. VEGETATION: 4,886 S.F. TOTAL AREA :6,895 S.F. CN = 56 TC = 10 (MIN.) SP-13 (HOTEL) DA-13 ROOF: 43,234 S.F. PAVEMENT : 18,672 S.F. VEGETATION: 41,057 S.F. DECK:500 S.F. TOTAL AREA :103,463 S.F. CN = 75 TC = 10 (MIN.) DA-9 ROOF: 5,259 S.F. PAVEMENT : 16,063 S.F. VEGETATION: 6,173 S.F. DECK:230 S.F. TOTAL AREA :27,725 S.F. CN = 85 TC = 10 (MIN.)Coastal Engineering Co., Inc. © 2023PROJECT NO. OF SHEETS DRAWN BY DRAWING FILE CHECKED BY DATEPROJECTSCALE SHEET TITLESEAL DATENO.REVISIONBYPLAN EXISTING CONDITIONS BACKGROUND SHOWN ON THIS PLAN IS A DIRECT REPRESENTATION FROM AN EXISTING CONDITIONS SURVEY DONE BY FELDMAN GEOSPACIAL. SEE PLAN TITLED "EXISTING CONDITIONS PLAN" FOR 25, 28 & 39 SOUTH SHORE DRIVE (RED JACKET BEACH RESORT) BY FELDMAN GEOSPACIAL DATED NOVEMBER 17, 2022 REFERENCE:G:\C17\C17189.03 - RJ Resorts Holdings LLC - CIV\Design\CIV\Calculations\Stormwater\Stormwater Report\Drainage-Areas.dwg 5/15/2023 12:12 AM1 inch = 30 ft. 30 15 0 30 90 RED JACKET BEACH RESORT & SPARED HOSPITALITY25, 28 & 39 SOUTH SHORE DRIVESOUTH YARMOUTH, MAC17189.03PRE DEVELOPMENT DRAINAGE AREASPRE-DA 1 2 1" = 30' 05-18-2023 Drainage-Areas.dwg DAV JABREFERENCE 35' NO DISTURB ZONE (TOCB) 50' BUFFER ZONE (TOCB) 100' BUFFER ZONE (TOCB)35' N O D IS TURB Z O NE ( TOCB )50' B UFF ER ZONE (TOC B)100' BUF FER ZO N E (T OCB ) 100' B UFF E R ZONE (R I VER F RONT ) 200' B UFF E R ZONE (R I VER F RONT ) 35' NO DIST U R B Z O N E ( D U N E) 50' BUFFER ZONE ( D U N E ) 13' 11.5' DOH DOH DOH 10.90 10.90 10.90 10.90 10.90 10.90 10.54 10.60 10.55 10.39 10.55 10.40 10.40 10.35 10.4410.44 10.4410.44 10.34 11.00 10.32 10.78 9.30 9.60 9.30 9.40 10.00 9.35 TS 9.48 WALKWAYS TO BE PLACED TO EXISTING GRADE (SEE LANDSCAPE ARCHITECT PLANS FOR PAVER DETAILS) TC 5.81 BC 5.31 TC 5.70 BC 5.20 TC 5.60 BC 5.10 TC 5.62 BC 5.12 TC 5.91 BC 5.41 TC 6.50 BC 6.00 TC 6.50 BC 6.00 TC 6.50 BC 6.00 BS 9.40 TS = 11.8 BS 6.0 10.70 10.73 10.52 10.52 10.52 10.52 10.52 10.52 10.78 WALKWAYS NOT TO BE GRADED AT A 1.5% CROSS SLOPE 9.65 10.40 9.50 TO TIE INTO EXISTING GRADE 9.30 TC 4.92 BC 4.92 5.005.23 5.16 5.235.56 3% 3% 3% 3% 6.30 6.08 6.15 6.58 6.00 5.95 6.00 WALKWAYS NOT TO BE GRADED AT A 1.5% CROSS SLOPE (TYP.) WALKWAYS NOT TO BE GRADED AT A 1.5% CROSS SLOPE (TYP.) 1% 1% 2% 5.10 5.18 5.68 5.60 5.68 5.603.3'3.0'16' 29' 3 4 'DDD Z ZZZZZ Z ZZZZZZZZZ ZZDA-2 ROOF: 2,540 S.F. PAVEMENT : 21,405 S.F. VEGETATION: 8,617 S.F. DECK:320 S.F. TOTAL AREA :32,882 S.F. CN = 83 TC = 10 (MIN.) DA-1 ROOF: 118 S.F. CONCRETE: 210 S.F. GRAVEL:303 S.F. TOTAL AREA :631 S.F. CN = 97 TC = 10 (MIN.) SP-1 (PAWKANNAWAKUT ST.) SP-2 (EX. DRAINAGE SYSTEM) SP-2 (EX. DRAINAGE SYSTEM) SP-3 (BARKENTINE CIR) DA-4 ROOF: 1,931 S.F. TENNIS: 4,566 S.F. PAVEMENT : 1,050 S.F. VEGETATION: 19,540 S.F. DECK:230 S.F. TOTAL AREA :27,317 S.F. CN = 55 TC = 10 (MIN.) DA-3 ROOF:86 S.F. CONCRETE: 194 S.F. TENNIS: 2,561 S.F. VEGETATION: 3,566 S.F. TOTAL AREA :6,407 S.F. CN = 64 TC = 10 (MIN.) SP-4 (SOUTH SHORE DR.) DA-5 ROOF:1,136 S.F. PAVEMENT : 1,651 S.F. PATIO: 289 S.F. VEGETATION: 3,060 S.F. TOTAL AREA :6,136 S.F. CN = 68 TC = 10 (MIN.) SP-5 (SOUTH SHORE DR.) SP-6 (SOUTH SHORE DR.) DA-6 ROOF:868 S.F. PAVEMENT : 1,479 S.F. PATIO: 97 S.F. VEGETATION: 2,452 S.F. TOTAL AREA :6,123 S.F. CN = 74 TC = 10 (MIN.)SP-7 (EX. DRAINAGE) DA-7 ROOF:767 S.F. PAVEMENT : 2,706 S.F. PATIO: 114 S.F. VEGETATION: 1,484 S.F. TOTAL AREA :5,071 S.F. CN = 81 TC = 10 (MIN.) SP-8 (EX. DRAINAGE) DA-8 ROOF:405 S.F. PAVEMENT : 3,648 S.F. PATIO: 233 S.F. VEGETATION: 1,484 S.F. TOTAL AREA :4,978 S.F. CN = 87 TC = 10 (MIN.) SP-9 (EX. DRAINAGE) SP-10 (EX. DRAINAGE) DA-10 ROOF: 6,395 S.F. PAVEMENT : 29,822 S.F. VEGETATION: 3,761 S.F. DECK:234 S.F. TOTAL AREA :40,212 S.F. CN = 92 TC = 10 (MIN.) SP-11 (KEARSARGE RD.)DA-11 ROOF:1,839 S.F. PAVEMENT : 2,511 S.F. VEGETATION: 1,347 S.F. TOTAL AREA :5,697 S.F. CN = 84 TC = 10 (MIN.) SP-12 (SOUTH SHORE DR.) DA-12 ROOF:885 S.F. PAVEMENT : 1,124 S.F. VEGETATION: 4,886 S.F. TOTAL AREA :6,895 S.F. CN = 56 TC = 10 (MIN.) SP-13 (HOTEL) DA-13 ROOF: 43,234 S.F. PAVEMENT : 21,114 S.F. VEGETATION: 38,615 S.F. DECK:500 S.F. TOTAL AREA :103,463 S.F. CN = 75 TC = 10 (MIN.) DA-9 ROOF: 5,259 S.F. PAVEMENT : 16,063 S.F. VEGETATION: 6,173 S.F. DECK:230 S.F. TOTAL AREA :27,725 S.F. CN = 85 TC = 10 (MIN.)Coastal Engineering Co., Inc. © 2023PROJECT NO. OF SHEETS DRAWN BY DRAWING FILE CHECKED BY DATEPROJECTSCALE SHEET TITLESEAL DATENO.REVISIONBYPLAN EXISTING CONDITIONS BACKGROUND SHOWN ON THIS PLAN IS A DIRECT REPRESENTATION FROM AN EXISTING CONDITIONS SURVEY DONE BY FELDMAN GEOSPACIAL. SEE PLAN TITLED "EXISTING CONDITIONS PLAN" FOR 25, 28 & 39 SOUTH SHORE DRIVE (RED JACKET BEACH RESORT) BY FELDMAN GEOSPACIAL DATED NOVEMBER 17, 2022 REFERENCE:G:\C17\C17189.03 - RJ Resorts Holdings LLC - CIV\Design\CIV\Calculations\Stormwater\Stormwater Report\Drainage-Areas.dwg 5/15/2023 12:12 AM1 inch = 30 ft. 30 15 0 30 90 RED JACKET BEACH RESORT & SPARED HOSPITALITY25, 28 & 39 SOUTH SHORE DRIVESOUTH YARMOUTH, MAC17189.03POST DEVELOPMENT DRAINAGE AREASPOST-DA 2 2 1" = 30' 05-18-2023 Drainage-Areas.dwg DAV JABREFERENCE C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 15 Appendix B NRCS Soil Map and Soil Series MGA Soil Report Soil Map—Barnstable County, Massachusetts (28 South Shore Drive) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 1 of 346101804610220461026046103004610340461038046104204610180461022046102604610300461034046103804610420398220398260398300398340398380398420398460398500398540398580398620 398220 398260 398300 398340 398380 398420 398460 398500 398540 398580 398620 41° 38' 21'' N 70° 13' 19'' W41° 38' 21'' N70° 13' 1'' W41° 38' 12'' N 70° 13' 19'' W41° 38' 12'' N 70° 13' 1'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 50 100 200 300Feet 0 25 50 100 150Meters Map Scale: 1:1,890 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2022—Jun 30, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Barnstable County, Massachusetts (28 South Shore Drive) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 66A Ipswich - Pawcatuck - Matunuck complex, 0 to 2 percent slopes, very frequently flooded 0.2 1.3% 607 Water, saline 2.6 13.4% 608 Water, ocean 3.3 17.5% 610 Beaches, sand 3.1 16.1% 665 Udipsamments, smoothed 9.8 51.7% Totals for Area of Interest 19.0 100.0% Soil Map—Barnstable County, Massachusetts 28 South Shore Drive Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 3 of 3 Barnstable County, Massachusetts 610—Beaches, sand Map Unit Setting National map unit symbol: 2y080 Elevation: 0 to 20 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Beaches, sandy surface:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Beaches, Sandy Surface Setting Landform:Shores, beaches, barrier beaches, back-barrier beaches Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Beach sand Typical profile C1 - 0 to 10 inches: sand Properties and qualities Slope:0 to 8 percent Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:Very frequent Maximum salinity:Moderately saline to strongly saline (8.0 to 16.0 mmhos/cm) Available water supply, 0 to 60 inches: Very low (about 0.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: Unranked Minor Components Beaches, cobbly surface Percent of map unit:8 percent Landform:Barrier beaches, back-barrier beaches, shores, beaches Landform position (two-dimensional):Footslope Map Unit Description: Beaches, sand---Barnstable County, Massachusetts 28 South Shore Drive Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 1 of 2 Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: Unranked Beaches, bouldery surface Percent of map unit:2 percent Landform:Shores, beaches, barrier beaches, back-barrier beaches Landform position (two-dimensional):Footslope Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: Unranked Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 Map Unit Description: Beaches, sand---Barnstable County, Massachusetts 28 South Shore Drive Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 2 of 2 Barnstable County, Massachusetts 665—Udipsamments, smoothed Map Unit Setting National map unit symbol: 98s6 Elevation: 0 to 230 feet Mean annual precipitation: 41 to 48 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 160 to 240 days Farmland classification: Not prime farmland Map Unit Composition Udipsamments and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udipsamments Setting Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Sandy excavated or filled land Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Data Source Information Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 19, Sep 9, 2022 Map Unit Description: Udipsamments, smoothed---Barnstable County, Massachusetts 28 South Shore Drive Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/1/2023 Page 1 of 1 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com ______________________________________________________________________________ GEOTECHNICAL ENGINEERING REPORT PROPOSED IMPROVEMENTS RED JACKET BEACH RESORT 1 S SHORE DRIVE SOUTH YARMOUTH, MASSACHUSETTS Prepared for: RJ Resorts Holdings LLC 444 Madison Avenue #14 New York, New York Prepared by: McArdle Gannon Associates, Inc. 300 Oak Street, Suite 460 Pembroke, Massachusetts ________________________________ Sherry L. Holmes, P.E. ________________________________ Wayne A. McArdle, P.E. Massachusetts Professional Engineer License No: 41835 May 11, 2023 MGA File No: W0999 ______________________________________________________________________________ 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone (781) 826-0040 Fax (781) 735-0418 mcardlegannon.com May 11, 2023 MGA File No. W0999 RJ Resorts Holdings LLC 444 Madison Avenue #14 New York, New York 10022 RE: Geotechnical Engineering Report – Proposed Improvements – Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, Massachusetts Allison: McArdle Gannon Associates, Inc. (MGA) is pleased to present the results of our geotechnical engineering studies performed for the referenced project. The purpose of our studies was to assess subsurface conditions within/near the footprint of the proposed pool and associated structures at the site and provide recommendations for site development as they relate to foundation and slab support, seismic design criteria, and related earthwork construction considerations. In addition, we performed test borings and field permeability testing within proposed stormwater management areas for use in the design of the systems by the civil engineer (Coastal Engineering Company). Our geotechnical engineering studies have been performed in accordance with our proposal dated April 13, 2023 and are subject to the Statement of Limitations attached as Appendix A. BACKGROUND Our understanding of the current project is based on our discussions with you and Damir Von Rohrbach (Coastal Engineering Company), our site visits, and a review of the following documents: • Plans entitled “Pool + Spa Enlargement – Hardscape Plan” and “Cottages Enlargement – Hardscape Plan,” by WATG, dated February 24, 2023, • Plans entitled “Existing Conditions Plan,” Sheets 1 through 4, by Feldman Geospatial, dated December 6, 2022, • Test boring logs MW-1 through MW-4, by Coastal Engineering Company (Coastal), dated February 4, 2009, Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 2 • A plan entitled “Sewage Disposal System,” by Coastal, dated January 16, 1992, including test pit and test boring logs near the existing cottages, • A plan entitled “Surficial Materials Map of the Dennis Quadrangle, Massachusetts,” by the United States Geological Survey (USGS), dated 2018, and • A map entitled “Flood Insurance Rate Map,” (FIRM) for Barnstable County, Massachusetts, Panel 588 of 875, by the Federal Emergency Management Agency (FEMA), dated July 16, 2014. The site is located at 1 S Shore Drive in South Yarmouth, Massachusetts. A Site Locus is attached as Figure 1. The site is bordered by Lewis Pond to the east and Thatcher Park Beach and Nantucket Sound to the south. The site is developed and the location of the Red Jacket Inn. Existing structures on the property include a 2-story hotel building and several detached 1- to 2- story cottages with associated parking lots, a pool, and tennis courts. The existing pool and spa area will be renovated and replaced with a larger pool, spa, and pool deck. New stormwater management areas are also planned near the pool and existing cottage areas. Existing site grades in the pool area are relatively flat at about Elevation 9± to 10.5± feet, while existing grades near the cottages range from about Elevation 5± to 8± feet. We anticipate that proposed grades will remain relatively unchanged. Based on our review of the referenced FIRM, the pool area appears to be located in a Minimal Wave Action (MiWA) area within an AE flood zone (Elevation 11 feet). SUBSURFACE EXPLORATIONS A subsurface exploration program consisting of 6 soil test borings was completed as part of our studies to gather information on the subsurface conditions at the site. The purpose of the explorations was to assess subsurface soil and groundwater conditions within/near the proposed pool, spa, and infiltration areas with particular emphasis on assessing the thickness and quality of existing fill soils, the presence of organic soils, the depth to and density characteristics of the natural soils, and the depth to groundwater. In addition, we reviewed the logs of previous test pits and test borings performed by Coastal on the property. MGA Test Borings Geosearch, Inc. of Sterling, Massachusetts performed six borings (MGA-1 through MGA-6) at the site on April 27 and 28, 2023 using a specialty Geoprobe mounted drill rig. The borings were advanced using 4-inch inside diameter casing to depths of 21± to 31± feet below existing ground surface elevations, terminating in natural sand soils. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 3 Standard penetration testing (SPT) and split spoon samples were generally obtained continuously in the upper 11± to 21± feet and at 5-foot intervals thereafter during advancement of the borings. The testing was performed by driving a standard 2-inch outside diameter split spoon sampler up to 24 inches using a standard 140-pound automatic hammer falling 30 inches. The number of hammer blows required to drive the sampler in 6-inch increments (or to refusal) are recorded on the boring logs attached in Appendix B. The soil samples retrieved in the split spoon sampler during each SPT were visually described in the field by MGA using Burmister soil descriptions. It should be recognized that the inside diameter of the split spoon sampler is 1.4± inches. Therefore, soil samples obtained via Standard Penetration Testing do not account for soil fractions in excess of about 1.4± inches in diameter, which may be present in any given strata. Two, 2-inch diameter monitoring wells were installed in the completed boreholes at boring locations MGA-3 and MGA-6 to measure stabilized groundwater levels. MGA personnel observed the explorations, visually described the conditions encountered and prepared the logs. The test boring locations are shown on the attached “Exploration Location Plan” (Figure No. 2). MGA estimated the test boring locations by tape measurement from existing site features. Ground surface elevations shown on the logs and discussed in this report were interpolated from ground surface contours or spot grades shown on the referenced “Existing Conditions Plan” by Feldman Geospatial. The exploration locations and elevations should be considered accurate to the degree implied by the methods used. Field Permeability Testing Borehole permeability testing was performed in conjunction with the soil sampling in borings MGA-3 and MGA-6. The testing consisted of falling head flush-bottom testing as described by the U.S. Department of Navy, Naval Facilities Engineering Command and the U.S. Corps of Engineers using 4-inch inside diameter flush joint casing. Testing was performed at a depth of 8± feet below the existing ground surface in borings MGA-3 and MGA-6. Field Borehole Permeability Test logs showing borehole dimensions, depths, and test data are included as Figures 3 and 4. Previous Explorations Coastal observed one test pit (No. 1) and three test borings (No. 2 through 4) performed near the existing cottages for the proposed septic system on March 4, 1990. The explorations were advanced to about 8± to 21± feet below existing grades, terminating in natural sand soils. In addition, Coastal observed four test borings (MW-1 through MW-4) at the property on February 4, 2009. The locations of the test borings are not known. The borings were advanced 15± to 25± feet below existing grades, terminating in natural sand soils. The previous test pit and test boring logs and a plan showing the locations of the 1990 explorations are included in Appendix C. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 4 LABORATORY SOIL TESTING A laboratory soil testing program consisting of 3 wash sieve, 3 sieve-hydrometer, 2 organic content, and 8 moisture content analyses was performed on selected samples of the existing fill, organic deposits, and natural sand soils collected during the exploration phase from borings MGA-1 through MGA-3, MGA-5, and MGA-6. The testing was performed to aid in classifying the soil and assess grain size distribution which is useful in assigning engineering design parameters and predicting soil behavior. The sieve-hydrometer tests were performed to assess the grain size distribution of the on-site soils for estimation of USDA textural classification for use in design of the stormwater systems by Coastal. The results of these tests are provided in Appendix D. SUBSURFACE CONDITIONS Based on the subsurface conditions observed in the borings, the subsurface conditions near the existing cottages generally consist of about 3± to 6± feet of topsoil and existing fill over about 1± to 3± feet of organic soils underlain by natural sand soils. At the pool area, the subsurface conditions generally consist of about 5± to 9± feet of topsoil and existing fill over an approximately 4± to 8± feet thick layer of natural sand (“upper sand”) over about 6± to 7.5± feet of organic soils underlain by natural sand soils. Topsoil Fill: A 0.5± to 1± foot thick layer of topsoil fill was encountered at ground surface at each boring location. The topsoil fill generally consists of dark brown, fine to medium sand with about 20 to 35 percent silt and up to about 5 percent roots. Existing Fill: Granular fill was encountered below the topsoil fill at each boring location. The fill was about 2.5± to 8.5± feet thick at the boring locations. The existing fill generally consists of a very loose to medium dense, brown/dark brown/light brown, fine to medium/fine to coarse sand with up to about 20 percent silt, and up to about 10 percent fine gravel. Refer to Appendix C for a gradation curve of the 1-3/8-inch minus fraction of the existing fill soils collected from boring MGA-2. Upper Natural Sand: A natural sand deposit was encountered below the fill and above the organic deposits at about 5± to 9± feet below existing ground surface at borings MGA-1 through MGA-3 performed in the pool area. The upper sand layer was about 4± to 8± feet thick. The upper sand generally consists of loose to medium, gray, fine to medium/fine to coarse sand with up to about 10 percent silt. Refer to Appendix C for gradation curves of the 1-3/8-inch minus fraction of the upper natural sand collected from boring MGA-3. Natural Organic Deposit – Natural organic deposits were encountered below the fill or upper sand deposit at each boring location at about 3± to 13± feet below existing grades. The organics vary from very soft to medium stiff, dark brown, fibrous peat to fine-grained peat to organic silt. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 5 In some of the borings, portions of the organic soils were mixed with sand. The organics are about 1± to 7.5± feet thick. Based on the results of laboratory testing of the fibrous peat deposits encountered in borings MGA-2 and MGA-5, the organic content of the fibrous peat ranged from about 13.3± to 53.5± percent, with moisture contents of 223.7± and 104.4± percent. Natural Sand: Natural sand was encountered below the organic deposit at about 6± to 20.5± feet below existing grade at the boring locations. The top of the natural sand was encountered deeper in the pool area at about 19± to 20.5± feet below existing grade corresponding to about Elevation -11± to -9.7± feet. Near the existing cottages, the sand was encountered at about 6± to 9± feet below existing grade corresponding to about Elevation -2.5± to -0.5± feet. The sand generally consists of loose to medium dense, gray, fine/fine to medium/fine to medium/fine to coarse sand with up to about 10 percent silt and about 0 to 15 percent fine/fine to coarse gravel. The borings terminated in the natural sand deposits. Refer to Appendix C for gradation curves of the 1-3/8-inch minus fraction of the natural sand collected from borings MGA-1, MGA-3, and MGA-6. Groundwater: Groundwater levels for our study were recorded in the completed test borings at the times and under the conditions noted on the logs. Stabilized groundwater readings were obtained in the monitoring wells installed in borings MGA-3 and MGA-6 at about 4.1± to 6.3± feet below existing grades on April 28, 2023, corresponding to about Elevation 1.4± to 3.2± feet. Groundwater was measured in the borings during drilling at about 2.5± to 9± feet below existing grades, corresponding to about Elevation 0.5± to 3± feet. It should be expected that groundwater levels will fluctuate due to variations in temperature, tidal fluctuations, rainfall, and other factors. Therefore, groundwater levels during construction and thereafter may be different than those reported herein. GEOTECHNICAL ENGINEERING RECOMMENDATIONS The existing fill and buried organic soils are not considered suitable for support of the structural loads of the proposed pool structures (in-ground pool, decking, cabana, etc.). Their erratic density, composition and thickness results in these soils being unpredictable as an engineering material. Supporting the structures on the current subsurface profile would likely result in intolerable settlement of the structures. Due to the depth of the existing fill and organic soils at the borings performed in the proposed pool area (19± to 20.5± feet below existing grade corresponding), presence of a shallow water table (6.3± feet below existing grade in the monitoring well), and site constraints, excavating and replacing the existing fill and organic soils is not practical or economical for support of the pool structures. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 6 Therefore, we recommend that the pool structures (in-ground pool, decking, cabana, etc.) be supported on deep foundations bearing in the natural sand deposit encountered below the fill, upper natural sand, and organic soils. The type of deep foundation (pile) suitable for a particular project depends on the local subsurface soil conditions, the anticipated loading, the amount of allowable settlement, and the compatibility of the chosen pile with site constraints and other construction requirements. Considering the relatively light anticipated structural loads and the site constraints, we anticipate that the pool structures could be supported on helical piles or ductile iron piles (DIPs) bearing in the natural sand deposits encountered below the organic soils. Our recommendations addressing design and construction issues are made in the following sections as outlined below: • Building Foundations • Seismic Design Criteria • Earthwork • Utility Support • Stormwater Infiltration Systems • Borehole Testing Permeability Estimates • Dewatering Building Foundations As discussed above, deep foundations are recommended for support of the structural loads due to the proposed pool structures (in-ground pool, decking, cabana, etc.). Based on the subsurface conditions encountered, the relatively light anticipated structural loads, and the site constraints, we anticipate that either helical piles or ductile iron piles (DIPs) bearing in the natural sand deposit below the organic soils will be suitable for support of the proposed pool structures. We recommend pricing both pile options to evaluate the appropriate solution. Piles should be designed in accordance with the applicable sections within Section 1810 of the commercial version of the Ninth Edition of The Massachusetts State Building Code (MSBC). Both pile options are discussed further below. Helical Piles Helical piles should be installed through the existing fill, natural upper sand deposits, and organic soils and to the minimum distance into the natural sand deposits required to derive the required capacity. The top helix should extend a minimum of 1 foot into the natural sand deposit. The chosen helical pile contractor should review the subsurface conditions at the site and estimate the anticipated working capacity based upon their expertise and experience and the information provided in this report. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 7 The carrying capacity must be confirmed by the installer as a function of the torque required to install the pile. Piles should be advanced until the installation torque times the empirical correlation factor is twice the design load. Piles should be spaced no closer than 3 helix diameters center to center using the largest helix diameter in making the spacing determination. The contractor should use a torque indicator during helical pile installation capable of providing continuous measurement of applied torque during pile installation. The torque as measured during installation shall not exceed the torsional strength rating of the central steel shaft. The minimum installation torque and minimum overall length criteria as shown on the contractor’s submittal shall be satisfied prior to terminating the helical pile installation. We recommend that the helical piles be protected from potential corrosion. We recommend that the piles be hot-dip galvanized per ASTM A153 and the central steel shaft extensions filled with neat cement grout (hollow round shaft piles). Conservatively, a minimum of 1/8 inch loss of steel due to corrosion on the lead section should also be included in the design of the pile. The contractor should submit to the owner copies of calibration reports for each torque indicator or torque motor to be used on the project. The calibration tests should be performed within one year of the date submitted. Helical pier installation shall not proceed until the owner and MGA have received and reviewed the calibration reports. Ductile Iron Piles (DIPs) DIPs are circular tube piles made of ductile cast iron typically delivered in lengths of 16± feet with varying diameter and thickness based on structural loading. DIPs are installed by using an excavator equipped with a hydraulic hammer to drive the tube sections into the ground to the required depths. The pipe sections typically feature a conical spigot at the bottom and a precise fitting plug-in collar at the top that join to form a continuous pile. As the impact of the driving equipment is delivered to the piles, the pile sections are forced to plug together creating a rigid stiff connection between the sections. DIPs can be designed as end bearing or friction piles. DIPs should be installed through the existing fill, natural upper sand deposits, and organic soils and to the minimum distance into the natural sand deposits required to derive the required capacity. The chosen pile contractor should review the subsurface conditions at the site and estimate the anticipated working capacity based upon their expertise and experience and the information provided in this report. DIPs may be used to provide uplift resistance by grouting reinforcing steel into the pile. DIPs can also be designed to resist lateral loading by battering piles at a designated angle. General Pile Recommendations The actual individual pile type, sizes, capacities, and installation depths will need to be estimated by the pile contractors design engineer. The minimum center-to-center pile spacing should be as required by Section 1810.3.14 of the MSBC. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 8 The pile contractor should prepare and submit to the owner and design team for review and approval, working drawings and design calculations for the piles prior to installation. The contractor’s submittal should include a detailed description of the construction procedures proposed and equipment to be used. The working drawings should include the following: pile number and location, pile design load, pile diameter and wall thickness (DIPs), type and size of central steel shaft (helicals), helix configuration (number and diameter of helix plates), minimum effective installation torque (helicals), minimum driving criteria (DIPs), and minimum overall length. The submittal should meet all applicable requirements set forth in the MSBC. MGA should review the contractor’s submittal and observe and document the pile installations in accordance with the requirements of the MSBC. Concrete Pile Caps and Grade Beams If utilized, concrete pile caps and grade beams should be dimensioned such that the minimum center-to-center pile spacing is in accordance with Section 1810.3.14 of the MSBC and the manufacturer’s recommendations. For frost protection, the bottom of all exterior pile caps and grade beams should be at least 4 feet below final exterior grades. Design Groundwater Elevation Since the site is located within an AE flood zone, we recommend a design groundwater level at the proposed ground surface elevation. The in-ground pool should be designed to resist hydrostatic uplift forces based on the design groundwater level and considering the most conservative case when the pool is empty. Scour Based on our review of the referenced “Flood Insurance Rate Map” (FIRM), the proposed pool structures appear to be in a Minimal Wave Action (MiWA) area within the AE Flood Zone. This designation indicates that the site would be subject to wave heights less than 1.5 feet during the 100-year storm event. While these lower wave heights have the potential to be less damaging than those anticipated in a V zone (wave heights greater than 3 feet) or in a Moderate Wave Action (MoWA) area (also known as the “Coastal A Zone” with wave heights between 1.5 to 3 feet), soil surrounding the foundations may still be subject to scour. Scour refers to localized erosion in addition to that caused by flooding or wave action during a storm event. This effect is generated by the acceleration of water flow around an object (in this case the foundations of the proposed building). As water moves past a fixed structure (foundations), it accelerates, creating turbulence above the bottom. Erodible materials will be re- suspended by turbulence and transported away from the structure, resulting in localized erosion. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 9 The amount of scour depends upon the foundation type, dimensions, and elevations that are not known at this time (for instance, continuous grades beams versus individual pile caps). The potential scour around the foundations should be estimated in accordance with FEMA recommendations based upon the 100-year storm event (2011 Coastal Construction Manual, Fourth Edition (FEMA P-55)). Based on the small diameter of the helical pile shaft or DIPs, we do not anticipate that scour will be a significant concern for the design of the helical piles or DIPs. However, scour could still occur around the grade beams/pile caps (if utilized). If used, we recommend that the foundation design discount the soil along the perimeter of the exterior of the grade beams/pile caps when determining the lateral capacity of the foundation system. Additional considerations regarding scour may need to be addressed once the foundation design and dimensions are known. Negative Skin Friction The placement of additional fill or other external loads can cause long term settlement of organic soils below the fill and upper sand deposits. This settlement can result in the downward movement of the foundation soil relative to the piles. This condition causes a portion of the pile skin friction to act downward as a load on the pile rather than in support of the pile. This Negative Skin Friction (down drag) must be taken into account in the evaluation of pile capacity. Based on our understanding of the current design, no significant raises in grade or external loads are anticipated in areas where piles will be installed. Therefore, we feel negative skin friction is negligible and no down drag load allowance is required for these piles at this time. If during final design, the proposed site grading changes and raises in grades are planned, a down drag load allowance may be required. MGA should review any changes to the proposed site grading. Pile Load Testing A static pile load test would not be required for helical piles provided that the allowable design capacity is determined in accordance with Section 1810.3.3.1.9 of the MSBC, which allows for determination of the ultimate capacity using well-documented correlations with installation torque. If DIPs are utilized, we recommend a static pile load test be performed in accordance with Section 1810.3.3.1 of the MSBC to verify the DIP design prior to production pile installation. The load test should be performed in accordance with ASTM D1143 – Standard Test Methods for Deep Foundations Under Static Axial Compressive Load and Section 1810.3.3.1.2 of the MSBC. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 10 Seismic Design Criteria Based on the results of our explorations, the site of the proposed pool structures is considered a Site Class E soil site in accordance with Section 1613 of the MSBC. In accordance with table 1604.11 in the MSBC, maximum considered earthquake response accelerations factors of SS=0.149 and S1=0.054 should be utilized for the town of Yarmouth. The maximum considered earthquake spectral response accelerations adjusted for Site Class effects are SMS=0.373 and SM1=0.189 in accordance with Section 1613.3.3. Design spectral response accelerations of SDS=0.248 and SD1=0.126 (in accordance with Section 1613.3.4) should be used in determining the Seismic Design Category. Earthwork We anticipate that the majority of the earthwork will consist of removal of the existing below grade structures, backfill of the existing pool and spa areas, excavation and backfill of grade beams and pile caps (if utilized), and excavation for the new in-ground pool and spa. Existing surface treatments (pavers, etc.), slabs, foundations, utilities, and obstructions should be removed from the proposed pool structure areas in a controlled manner with the resulting excavations being backfilled to facilitate pile installation and support surface improvements. The resulting excavations should be backfilled with structural fill placed in compacted lifts. Since slabs and foundations will be supported by piles, the soil subgrade should be prepared to support operation of construction equipment and fluid concrete loads. Before placing any concrete, the soil subgrade should be compacted to a dry and stable condition. Protect pile caps, grade beams, and slab subgrades from frost at all times during construction. Frozen soil should not be placed as fill. In addition, fill should not be placed over frozen soil. Utility Support New utilities should be designed to counteract the effects of ground settlement. Provisions should be made for flexible joints to accommodate settlement where utilities pass from elastic soil support to the more rigidly supported portions of the structure (where the new pool structures are pile supported). Over-sized openings and or couplings/joints should be provided to allow for differential movements of up to 3 inches. Stormwater Infiltration Systems Based on discussions with Coastal, we understand that the organic soils will be removed from below the proposed infiltration system located near the existing cottages and the excavation be backfilled with sand (if necessary) to the bottom of the infiltration system. The top of the natural sand was encountered at about 6± feet below existing grades in boring MGA-6 performed at that location, corresponding to about Elevation -0.5± feet. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 11 Near the pool area, organic soils were encountered in boring MGA-3 from about 10± to 11± and 13± to 20.5± feet below existing grades. Due to the depth of the top of the natural sand soils below the organics (20.5± feet), we do not anticipate these organic soils will be removed below the infiltration system in this area of the site. Depending upon the depth of the system, the bottom of the system may be located within the upper sand layer. It should be noted that some settlement of the system should be anticipated over time due to the on-going consolidation of the organic soils. Three (3) gradation (sieve/hydrometer) tests were conducted on samples of the natural upper sand in boring MGA-3 and the natural sand in boring MGA-6 located within proposed stormwater infiltration areas. The laboratory test results are attached in Appendix D. The tests were performed to assess the grain size distribution of the on-site soils for estimation of USDA textural class. The results of the referenced sieve/hydrometer tests summarized in the table below are presented for use in design of the proposed stormwater infiltration systems at the site by Coastal. The design should be performed in accordance with the Massachusetts Stormwater Handbook. Boring No. Sample No. Sample Depth (feet) Sample Elevation(1) (feet) USDA Textural Class MGA-3 S-4 6-8± 1.5 - 3.5± Sand MGA-3 S-5 8-10± -0.5 - 1.5± Sand MGA-6 S-5 8-10± -4.5 - -2.5± Sand (1) Ground surface elevations estimated from ground surface contours or spot elevations shown on the referenced “Existing Conditions Plan” by Feldman Geospatial Borehole Testing Permeability Estimates Field permeability testing was performed in the borehole in borings MGA-3 and MGA-6 by MGA personnel. The test data for the borehole permeability testing is included in Figures 3 and 4. We estimated the hydraulic conductivity values (kh) based on the results of the field permeability borehole testing performed in the natural sand soils to be about 71± and 48± feet per day (ft/day), respectively, at borings MGA-3 (upper sand) and MGA-6 (sand). The tests were performed at about 8± feet below existing grade, corresponding to about Elevation 1.5± feet at boring MGA-3 and Elevation -2.5± feet at boring MGA-6. Dewatering A stabilized groundwater reading was obtained in the monitoring well installed in boring MGA-3 at about 6.3± feet below existing grades on April 28, 2023, corresponding to about Elevation 3.2± feet. We anticipate that dewatering will be required for the in-ground pool excavation and for deeper utility structures or ancillary structures. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 12 The Contractor should be solely responsible for the design, construction, and performance of dewatering systems. The Contractor should limit the size of the excavation open at any time to that which can be adequately handled by the Contractor’s chosen dewatering methods. Discharge of pumped water is subject to local, state, and federal regulations. The contractor should conduct dewatering and discharge water in accordance with all applicable regulations. The contractor should implement temporary surface water runoff control measures during construction. Temporary measures should include, but are not necessarily limited to, the use of small earth berms or construction of a drainage ditch adjacent to the top of proposed excavations to divert and/or reduce the amount of surface water flowing over exposed slopes and into excavations during construction. CONSTRUCTION OBSERVATION AND REVIEW MGA should be retained to perform on-site construction observation and soil testing services during the installation of deep foundations. The purpose of our services is to assess the contractor's compliance with the project plans and specifications as well as our recommendations included in this report. Our on-site presence will allow us the opportunity to provide geotechnical engineering input on a timely basis if encountered subsurface conditions differ from those reported herein. We also respectfully request the opportunity to review final site and foundation plans to see that our recommendations have been properly interpreted and included. Red Jacket Beach Pool & Spa May 11, 2023 File No. W0999 Page No. 13 We appreciate the opportunity to assist you on this project and look forward to providing construction observation services as the project moves forward. Please feel free to contact us should you have any questions regarding this report or require additional information. MCARDLE GANNON ASSOCIATES, INC. Wayne A. McArdle, P.E. Principal Sherry L. Holmes, P.E. Geotechnical Engineer WAM/slh Attachments: Figure 1 – Site Locus Figure 2 – Exploration Location Plan Figure 3 – Field Borehole Permeability Test – MGA-3 Figure 4 – Field Borehole Permeability Test – MGA-6 Appendix A – Statement of Limitations Appendix B – Test Boring Logs Appendix C – Previous Exploration Logs Appendix D – Geotechnical Laboratory Test Results FIGURES Associates, 300 Oak Street, Suite 460 Pembroke, MA 02359 ConsultantsEngineers& McArdle Gannon Inc. 781.826.0040 phone 781.735.0418 fax EXPLORATION LOCATION PLAN 1 SOUTH SHORE DRIVE, SOUTH YARMOUTH, MASSACHUSETTS RED JACKET BEACH RESORTFIG No. 2 APPENDIX A: STATEMENT OF LIMITATIONS STATEMENT OF LIMITATIONS Explorations The analysis and recommendations submitted in this report are based in part upon the data obtained from subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. The stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual. Water level readings have been made in the explorations at the time and under the conditions stated on the logs. This data has been reviewed and interpretations made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors that are different from the time the measurements were made. Review In the event that any change in the nature, design or location of the proposed structure are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork recommendations may be properly interpreted and implemented in the design and specifications. Construction It is recommended that this firm be retained to provide soil engineering services during the construction phase of the work. This is to observe compliance with design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Use of Report This report has been prepared for the exclusive use of RJ Resorts Holdings LLC for specific application to the Proposed Improvements at the Red Jacket Beach Resort at 1 S Shore Drive in South Yarmouth, Massachusetts, in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. APPENDIX B: TEST BORING LOGS 0 3 6 9 12 15 3 4 4 3 3 3 2 2 3 5 5 7 6 6 5 5 3 4 3 4 4 5 5 4 WOH WOH 2 3 3 2 S-1 S-1A S-2 S-3 S-4 S-5 S-6 S-7 S-8 0.0 0.5 0.5 2.0 2.0 4.0 4.0 6.0 6.0 8.0 9.0 11.0 11.0 13.0 14.0 16.0 16.0 18.0 6 12 14 0 6 6 3 3 14 8.8 0.5 0.3 9.0 -3.7 13.0 Dark brown, fine to medium SAND, some (-) Silt, trace Roots. -TOPSOIL FILL- Loose, dark brown to brown, fine to coarse SAND, little Silt, trace (-) Debris (Asphalt, Brick). Loose, brown to dark brown, fine to coarse SAND, trace (+) Silt. [No Recovery] -FILL- Medium dense, gray to brown, fine to medium SAND, little coarse Gravel, trace Silt. [Piece of gravel lodged in split spoon tip. Split spoon tip was wet] Loose, gray, wet, fine to coarse SAND, trace (-) Silt. Loose to medium dense, gray, wet, fine to coarse SAND, trace Silt. -SAND- [Change in strata at 13 feet based on change in wash water color] Soft, dark brown, wet, ORGANIC SILT, trace Organic Fibers. -ORGANICS- Medium stiff, dark brown to black, wet, FINE GRAINED PEAT. TEST BORING LOG BORING MGA-1 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : CONTRACTOR:Geosearch, Inc.LOCATION N : See Plan E: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 9.3' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/27/2023 04/27/2023 9:00am 8 4 8 Size I.D.4" 1-3/8" ----END : 04/27/2023 04/27/2023 10:50am 8.3 29 31 Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-1 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 36 3 5 7 13 12 12 9 13 13 11 9 11 13 12 S-9 S-10 S-11 19.0 21.0 24.0 26.0 29.0 31.0 5 12 12 -9.7 19.0 -21.7 31.0 -ORGANICS- Medium dense, gray, wet, fine to coarse GRAVEL, some (+) fine to medium Sand, trace Silt. Medium dense, gray, wet, fine to medium SAND, little (-) fine to coarse Gravel, trace Silt. -SAND- Medium dense, gray-brown, wet, fine to coarse SAND, trace (+) fine Gravel, trace Silt. BOTTOM OF BORING AT 31 FEET TEST BORING LOG BORING MGA-1 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-1 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 0 3 6 9 12 15 2 3 4 4 1 1 2 2 2 1 1 2 8 8 7 7 1/24" 4 5 6 5 2 3 1 2 5 4 S-1 S-1A S-2 S-3 S-4 S-4A S-5 S-6 S-6A S-7 S-8 0.0 1.0 1.0 2.0 2.0 4.0 4.0 6.0 6.0 7.0 7.0 8.0 9.0 11.0 11.0 12.5 12.5 13.0 14.0 16.0 16.0 18.0 12 12 18 24 12 12 14 12 3 18 14 8.5 1.0 2.5 7.0 -3.0 12.5 Dark brown, fine to medium SAND, some Silt, trace Roots. -TOPSOIL FILL- Light brown, fine to medium SAND, little (-) Silt. Very loose, light brown, fine to medium SAND, trace (+) Silt. -FILL- Very loose, gray-brown to dark brown, fine to medium SAND, little (-) Silt, trace fine Gravel. Gray-brown to dark brown, moist, fine to medium SAND, little (-) Silt. Gray, moist to wet, fine to medium SAND, trace (+) Silt. Very loose, gray, wet, fine to medium SAND, trace Silt. -SAND- Medium dense, gray, wet, fine to medium SAND, trace Silt. Gray, wet, fine to medium SAND and ORGANIC SILT. Soft to medium stiff, dark brown, wet, FIBROUS PEAT. -ORGANICS- Sitff, dark brown, wet, FIBROUS PEAT. TEST BORING LOG BORING MGA-2 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : CONTRACTOR:Geosearch, Inc.LOCATION N : See Plan E: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 9.5' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/27/2023 04/27/2023 11:50am 9 9 11 Size I.D.4" 1-3/8" ----END : 04/27/2023 04/27/2023 1:20pm 7.3 29 31 Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-2 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 36 5 4 WOH 10 14 16 6 8 10 10 8 10 13 12 S-9 S-9A S-10 S-11 19.0 20.0 20.0 21.0 24.0 26.0 29.0 31.0 12 12 10 14 -10.5 20.0 -21.5 31.0 -ORGANICS- Dark brown, wet, FINE GRAINED PEAT. Gray, wet, fine to medium SAND, trace Silt. Medium dense, gray, wet, fine to medium SAND, trace Silt. -SAND- Medium dense, gray, wet, fine to medium SAND, trace Silt. BOTTOM OF BORING AT 31 FEET TEST BORING LOG BORING MGA-2 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-2 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 0 3 6 9 12 15 35 810 4111013 68 1112 9131310 3444 56 89 WOH S-1 S-1A S-2 S-3 S-3A S-4 S-5 S-6 S-6A S-7 0.0 1.0 1.0 2.0 2.0 4.0 4.0 5.0 5.0 6.0 6.0 8.0 8.0 10.0 10.0 11.0 11.0 12.0 14.0 15.0 12 12 14 12 12 14 6 12 12 12 9.5 0.0 8.5 1.0 4.5 5.0 -0.5 10.0 -1.5 11.0 -3.5 13.0 Dark brown, fine to medium SAND, some Silt, trace Roots. -TOPSOIL FILL- Brown, fine to medium SAND, little (-) fine Gravel, trace Silt. Medium dense, brown, fine to medium SAND, little (-) Silt. -FILL- Brown, fine to medium SAND, little (-) Silt. Gray, fine to medium SAND, trace Silt. Medium dense, gray, moist to wet, fine to medium SAND, trace (-) Silt. [Last 12 inches was wet] Loose, gray, wet, fine to medium SAND, trace (-) Silt. -SAND- Dark brown, wet, FIBROUS PEAT and fine to medium SAND. -ORGANICS- Dark gray, wet, fine to medium SAND, trace (+) Silt. -SAND- [Change in strata at 13 feet based on change in wash water color] Dark brown, wet, FIBROUS PEAT. -ORGANICS- TEST BORING LOG BORING MGA-3 (MW) PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. :CONTRACTOR:Geosearch, Inc.LOCATION N : See PlanE: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 9.5' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/27/2023 04/27/2023 2:05pm 7 4 8 Size I.D.4" 1-3/8" ----END : 04/28/2023 04/28/2023 10:10am 6.3 MW Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Overburden: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-3 (MW)50 +Very Dense 15 - 30 Very Stiff - W - Wash Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS Well Schematic 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 WOHWOHWOH WORWOR WOHWOH WOHWOH4 8 66810 8111313 S-7A S-8 S-8A S-9 S-9A S-10 S-11 15.0 16.0 16.0 17.0 17.0 18.0 19.0 20.5 20.5 21.0 24.0 26.0 29.0 31.0 12 12 12 18 6 14 12 -11.0 20.5 -21.5 31.0 Dark brown to dark gray, wet, ORGANIC SILT. Dark gray, wet, ORGANIC SILT. Dark brown, wet, FIBROUS PEAT. -ORGANICS- Soft to medium stiff, dark brown, wet, FINE GRAINED PEAT. Gray, wet, fine to medium SAND, trace (+) Silt. Medium dense, gray, wet, fine to medium SAND, trace (-) Silt, trace (-) fine Gravel. -SAND- Medium dense, gray, wet, fine to medium SAND, little (-) fine Gravel, trace Silt. BOTTOM OF BORING AT 31 FEET TEST BORING LOG BORING MGA-3 (MW) PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Overburden: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-3 (MW)50 +Very Dense 15 - 30 Very Stiff - W - Wash Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS Well Schematic 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 0 3 6 9 12 15 2 3 4 5 4 5 5 5 2 1 1 1 1/12" 1/12" 2 2 2 2 5 5 7 7 8 8 9 S-1 S-1A S-2 S-3 S-4 S-5 S-6 S-7 0.0 1.0 1.0 2.0 2.0 4.0 4.0 6.0 6.0 8.0 9.0 11.0 11.0 13.0 14.0 16.0 12 9 14 4 14 4 6 12 5.5 1.0 0.5 6.0 -2.5 9.0 Dark brown, fine to medium SAND, some Silt, trace Roots. -TOPSOIL FILL- Brown, fine to coarse SAND, trace (+) fine Gravel, trace Silt. Loose to medium dense, light brown to beige, moist to wet, fine to coarse SAND, trace Silt. [Soil mottles observed in split spoon sample in bottom 10 inches of sample] Very loose, light brown to beige, wet, fine to medium SAND, trace Silt. -FILL- Very soft, dark brown, wet, FIBROUS PEAT. -ORGANICS- Very loose to loose, brown, wet, fine to medium SAND, little (-) Silt, trace (-) Roots. Medium dense, gray, wet, fine to medium SAND, trace (+) Silt. -SAND- Medium dense, gray, wet, fine SAND, trace Silt. TEST BORING LOG BORING MGA-4 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : CONTRACTOR:Geosearch, Inc.LOCATION N : See Plan E: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 6.5' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/28/2023 04/28/2023 9:15am 3.5 0 4 Size I.D.4" 1-3/8" ----END : 04/28/2023 Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-4 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 36 5 6 5 7 S-8 19.0 21.0 16 -14.5 21.0 -SAND- Medium dense, gray, wet, fine to medium SAND, little (-) coarse Gravel, trace Silt. BOTTOM OF BORING AT 21 FEET TEST BORING LOG BORING MGA-4 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-4 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 0 3 6 9 12 15 2 2 3 2 2 1 1 1 WOH WOH 1 1 1 2 2 2 3 3 2 3 4 5 5 5 S-1 S-1A S-2 S-2A S-3 S-3A S-4 S-5 S-6 0.0 0.5 0.5 2.0 2.0 3.0 3.0 4.0 4.0 4.5 4.5 6.0 6.0 8.0 9.0 11.0 14.0 16.0 6 18 12 10 6 18 14 9 8 5.0 0.5 2.5 3.0 -0.5 6.0 Dark brown, fine to medium SAND, some Silt, trace Roots. -TOPSOIL FILL- Loose, light brown, fine to medium SAND, little (-) Silt. -FILL- Brown, moist to wet, fine to coarse SAND, little (-) Silt. Dark brown, wet, fine to medium SAND, some (-) Silt, little Roots/Organic Fibers. Gary to dark brown, wet, fine to medium SAND, some (-) Silt, little Roots/ Organic Fibers. -ORGANICS- Very soft, dark brown, wet, FIBROUS PEAT. Very loose to loose, brown, wet, fine to medium SAND, trace (+) Silt. Loose, gray, wet, fine SAND, trace Silt. -SAND- Loose to medium dense, gray, wet, fine to coarse SAND, trace Silt. TEST BORING LOG BORING MGA-5 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : CONTRACTOR:Geosearch, Inc.LOCATION N : See Plan E: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 5.5' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/28/2023 04/28/2023 10:45am 2.5 0 4 Size I.D.4" 1-3/8" ----END : 04/28/2023 Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-5 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 36 5 5 6 5 S-7 19.0 21.0 14 -15.5 21.0 -SAND- Medium dense, gray, wet, fine to medium SAND, trace Silt. BOTTOM OF BORING AT 21 FEET TEST BORING LOG BORING MGA-5 PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Station: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-5 50 +Very Dense 15 - 30 Very Stiff - B - Bulk/Grab Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 0 3 6 9 12 15 2 233 45515 63 21 1488 68910 7655 45 S-1 S-1A S-2 S-3 S-3A S-4 S-5 S-6 S-7 0.0 0.5 0.5 2.0 2.0 4.0 4.0 5.0 5.0 6.0 6.0 8.0 8.0 10.0 10.0 12.0 14.0 16.0 6 18 16 10 6 12 16 12 9 5.5 0.05.0 0.5 0.5 5.0 -0.5 6.0 Dark brown, fine to medium SAND, some (-) Silt, trace Roots. -TOPSOIL FILL- Loose, brown, fine to coarse SAND, trace (+) Silt. Loose, brown to red-brown to black, dry to wet, fine to coarse SAND, little (-) Silt. [Bottom 12 inches was wet] -FILL- Gray to dark gray, wet, fine to coarse SAND, little (-) Silt, trace fine Gravel. Dark brown, wet, fine to medium SAND and FINE GRAINED PEAT, little (+) Silt. -ORGANICS- Medium dense, dark brown, wet, fine to medium SAND, trace (+) Silt. Medium dense, brown to gray-brown, wet, fine to medium SAND, trace fine Gravel, trace Silt. Medium dense, gray, wet, fine to medium SAND, trace fine Gravel, trace Silt. -SAND- Loose to medium dense, gray, wet, fine SAND, trace Silt. TEST BORING LOG BORING MGA-6 (MW) PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. :CONTRACTOR:Geosearch, Inc.LOCATION N : See PlanE: GROUNDWATER DEPTH (ft) OF:EQUIPMENT CASING SAMPLER CORE ELEVATION : 5.5' Date Time Water Casing Hole Type HW Split Spoon ----DATE START : 04/28/2023 04/28/2023 1:50pm 3 0 4 Size I.D.4" 1-3/8" ----END : 04/28/2023 04/28/2023 3:10pm 4.1 MW Hammer Wt.---- 140# - - - -DRILLER : Matt Kelly Hammer Fall ---- 30" - - - -ENGINEER : Robert Drown BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Overburden: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-6 (MW)50 +Very Dense 15 - 30 Very Stiff - W - Wash Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS Well Schematic 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 1 of 2 18 21 24 27 30 33 54 4666 S-8 19.0 21.0 14 -15.5 21.0 -SAND- Medium dense, brown, wet, fine to coarse SAND, trace Silt. BOTTOM OF BORING AT 21 FEET TEST BORING LOG BORING MGA-6 (MW) PROJECT:Red Jacket Beach Resort, 1 S Shore Drive, South Yarmouth, MA MGA NO. : W0999 CLIENT:RJ Resorts Holdings LLC SHEET NO. : BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE IDENTIFICATION SUMMARY 0 - 4 Very Loose 0 - 2 Very Soft - S - Split Spoon Overburden: 4 - 10 Loose 2 - 4 Soft - T - Thin Wall Tube Rock: 10 - 30 Medium Dense 4 - 8 Medium Stiff - U - Undisturbed Piston Samples: 30 - 50 Dense 8 - 15 Stiff - C - Diamond Core BORING MGA-6 (MW)50 +Very Dense 15 - 30 Very Stiff - W - Wash Sample 30+ Hard Depth in Feet Strata Change Case BPF (Drill) (min/ft) Sampler Blows Per 6" (RQD%) Sample Number/ Type Sample Depth Range (ft) Sample Recov- ery (in) Elev- ation/ Depth (ft) FIELD CLASSIFICATION AND REMARKS Well Schematic 300 Oak Street, Suite 460 Pembroke, MA 02359 Telephone 781.826.0040 Fax 781.735.0418 mcardlegannon.com 2 of 2 1. Geosearch, Inc. of Sterling, Massachusetts performed the test borings on April 27 and 28, 2023 using a Geoprobe mounted drill rig equipped with a 140-pound automatic trip hammer. 2. Ground surface elevations were estimated from ground surface contours shown on a plans entitled "Existing Conditions Plan," Sheets 1 through 4, dated November 17, 2022, by Feldman Geospatial. 3. MGA observed and logged the test borings. 4. WOH = Weight of Hammer; WOR = Weight of Rods Notes: Symbol Description Strata symbols Topsoil Fill Fill Sand Peat Soil Samplers Split Spoon Monitor Well Details pipe riser assorted cuttings silica sand, blank PVC slotted pipe w/ sand end of well installation KEY TO SYMBOLS APPENDIX C: PREVIOUS EXPLORATION LOGS APPENDIX D: GEOTECHNICAL LABORATORY TEST RESULTS 05/04/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Gray-brown, fine to medium SAND, trace (+) fine Gravel, trace Silt.3/4 1/2 #4 #10 #20 #40 #60 #100 #200 100.0 96.5 92.1 88.8 67.7 21.0 8.3 4.9 3.5 2.5189 1.3946 0.7524 0.6547 0.4965 0.3655 0.2900 2.59 1.13 SP Natural Sand Water Content: 20.1% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-1 Depth: 29-31' Sample Number: S-11 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 7.9 3.3 67.8 17.5 3.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT 05/04/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Gray-brown to dark brown, fine to medium SAND, trace (+) Silt, trace (-) fine Gravel.1/2 #4 #10 #20 #40 #60 #100 #200 100.0 98.5 96.4 84.4 55.1 32.4 17.3 8.1 1.0648 0.8672 0.4721 0.3808 0.2341 0.1335 0.0918 5.14 1.26 Existing Fill Water Content: 15.6% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-2 Depth: 4-6' Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.5 2.1 41.3 47.0 8.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT 05/10/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Soil Description Gray, fine to medium SAND, trace (-) Silt. [Burmister] Sand [USDA]#4#10 #20 #40 #60 #100 #200 0.0384 mm. 0.0243 mm. 0.0140 mm. 0.0100 mm. 0.0070 mm. 0.0035 mm. 0.0014 mm. 100.0 100.0 87.7 18.94.02.11.40.50.50.50.10.70.60.1 0.9524 0.8215 0.63980.5853 0.4847 0.39960.3588 1.78 1.02 SP Natural Upper Sand Water Content: 20.3% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-3 Depth: 6-8' Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % Stones % +3"Coarse Medium % Gravel Fine V. Crs.Crs.Med.Fine % Sand V. Fine Crs. % Silt Fine % Clay 0.0 0.0 0.0 0.0 0.0 9.1 57.8 29.1 2.4 0.8 0.3 0.3 0.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT 05/10/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Gray, fine to medium SAND, trace (-) Silt. [Burmister] Sand [USDA]#4 #10 #20 #40 #60 #100 #200 0.0383 mm. 0.0242 mm. 0.0131 mm. 0.0100 mm. 0.0071 mm. 0.0035 mm. 0.0014 mm. 100.0 99.9 82.3 22.55.31.80.90.20.20.60.20.10.10.1 1.1262 0.9306 0.65160.5870 0.4703 0.36990.3214 2.03 1.06 SP Natural Upper Sand Water Content: 20.9% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-3 Depth: 8-10' Sample Number: S-5 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % Stones % +3"Coarse Medium % Gravel Fine V. Crs.Crs.Med.Fine % Sand V. Fine Crs. % Silt Fine % Clay 0.0 0.0 0.0 0.0 0.1 12.9 51.9 29.8 4.2 0.6 0.2 0.2 0.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT Client: Project: Project No.: Figure RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Sand Silt Clay Percentages From Material Passing a #10 SieveSourceSample Depth ClassificationNo. SOIL DATA silt loam sand siltyclay loam loam clay loam sandy loam silty clay sandy clay loam loamy sand clay silt sandyclay 0 1000 10 901 0 20 802 0 30 703 0 40 604 0 50 505 0 60 406 0 70 307 0 80 208 0 90 109 0 100 01 0 0 Percent SandPercent ClayPerc ent Sil t USDA Soil Classification MGA-3 S-4 6-8' 99.1 0.7 0.2 Sand MGA-3 S-5 8-10' 99.4 0.5 0.1 Sand MGA-3 S-10 24-26' 05/04/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Gray, fine to medium SAND, trace (-) Silt, trace (-) fine Gravel.1/2 #4 #10 #20 #40 #60 #100 #200 100.0 99.2 98.0 83.1 27.8 9.0 4.4 2.7 1.1555 0.9187 0.6305 0.5630 0.4393 0.3241 0.2649 2.38 1.16 SP Natural Sand Water Content: 22.4% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-3 Depth: 24-26' Sample Number: S-10 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.8 1.2 70.2 25.1 2.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT 05/10/2023 (no specification provided) PL=LL=PI= D90=D85=D60=D50=D30=D15=D10=Cu=Cc= USCS=AASHTO= * Brown to gray-brown, fine to medium SAND, trace fine Gravel, tace Silt. [Burmister] Sand [USDA] 3/4 1/2 #4 #10 #20 #40 #60 #100 #200 0.0378 mm. 0.0219 mm. 0.0140 mm. 0.0099 mm. 0.0070 mm. 0.0035 mm. 0.0014 mm. 100.0 96.5 94.4 90.381.046.821.27.63.01.61.31.01.00.90.80.1 1.7689 0.9881 0.53850.4500 0.3067 0.20800.1707 3.15 1.02 SP Natural Sand Water Content: 20.1% RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: MGA-6 Depth: 8-10' Sample Number: S-5 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC. *PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % Stones % +3"Coarse Medium % Gravel Fine V. Crs.Crs.Med.Fine % Sand V. Fine Crs. % Silt Fine % Clay 0.0 0.0 0.0 5.6 4.1 5.0 29.4 34.7 17.3 1.8 0.8 0.9 0.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200PARTICLE SIZE DISTRIBUTION REPORT Client: Project: Project No.: Figure RJ Resorts Holdings LLC Proposed Improvements - Red Jacket Beach Resort 1 S Shore Drive, South Yarmouth, Massachusetts W0999 Sand Silt Clay Percentages From Material Passing a #10 SieveSourceSample Depth ClassificationNo. SOIL DATA silt loam sand siltyclay loam loam clay loam sandy loam silty clay sandy clay loam loamy sand clay silt sandyclay 0 1000 10 901 0 20 802 0 30 703 0 40 604 0 50 505 0 60 406 0 70 307 0 80 208 0 90 109 0 100 01 0 0 Percent SandPercent ClayPercen t Sil t USDA Soil Classification MGA-6 S-5 8-10' 97.6 2.0 0.4 Sand Natural Water Content - Organic Content – pH Laboratory Testing Results PAGE 1 OF 1 PROJECT: Proposed Improvements – Red Jacket Beach Resort LAB JOB NO: SL-2008 LOCATION: 1 S Shore Drive, South Yarmouth, Massachusetts TEST BY: DAS/WAM DATE: May 10, 2023 CLIENT: RJ Resorts Holdings LLC CHECK BY: SLH DATE: May 10, 2023 MGA FILE NO: W0999 INDENTIFICATION PROPERTIES OTHER TESTS AND REMARKS Sample Soil Description Natural Water (%) Organic Content (%) pH MGA-2, S-7, 14-16’ Fibrous Peat 223.7 53.5 --- MGA-5, S-3A, 4.5-6’ Fibrous Peat 104.4 13.3 --- 300 Oak Street, Suite 460, Pembroke, MA 02359 Telephone: 781.826.0040 Fax: 781.735.0418 mcardlegannon.com C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 16 Appendix C HydroCAD Calculations - Pre HydroCAD Calculations - Post PRE 11S DA-1 13S DA-2 15S DA-3 17S DA-4 19S DA-5 21S DA-6 23S DA-7 25S DA-8 27S DA-9 29S DA-10 31S DA-11 33S DA-12 35S DA-13 12L SP-1 (PAWKANNAWKUT ST) 14L SP-2 (EX. DRAINAGE) 16L SP-3 (BARKENTINE CIR) 18L SP-4 (SOUTH SHORE DR.) 20L SP-5 (SOUTH SHORE DR.) 22L SP-6 (SOUTH SHORE DR.) 24L SP-7 (EX. DRAINAGE.) 26L SP-8 (EX. DRAINAGE.) 28L SP-9 (EX. DRAINAGE.) 30L SP-10 (EX. DRAINAGE.) 32L SP-11 (KEARSARGE RD.) 34L SP-12 (SOUTH SHORE DR.) 36L SP-13 (HOTEL) Routing Diagram for C17189.03 Prepared by Coastal Engineering Co., Printed 5/15/2023 HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 28 South Shore Drive (Pre) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 2HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year NRCC 24-hr C Default 24.00 1 3.36 2 2 10-Year NRCC 24-hr C Default 24.00 1 4.89 2 3 25-Year NRCC 24-hr C Default 24.00 1 5.85 2 4 100-Year NRCC 24-hr C Default 24.00 1 7.32 2 28 South Shore Drive (Pre) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 3HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.224 39 >75% Grass cover, Good, HSG A (13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S) 0.011 98 DECK, HSG A (35S) 0.007 96 Gravel surface, HSG A (11S) 0.030 96 PATIO, HSG A (13S, 19S, 21S, 23S, 25S, 27S, 29S) 0.005 98 PATIO, HSG A (17S) 1.503 98 Roofs, HSG A (11S, 13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S) 0.164 96 TENNIS, HSG A (15S, 17S) 2.336 98 Unconnected pavement, HSG A (11S, 13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S) 6.280 77 TOTAL AREA 28 South Shore Drive (Pre) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 4HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 6.280 HSG A 11S, 13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 6.280 TOTAL AREA 28 South Shore Drive (Pre) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 5HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 2.224 0.000 0.000 0.000 0.000 2.224 >75% Grass cover, Good 13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S 0.011 0.000 0.000 0.000 0.000 0.011 DECK 35S 0.007 0.000 0.000 0.000 0.000 0.007 Gravel surface 11S 0.035 0.000 0.000 0.000 0.000 0.035 PATIO 13S, 17S, 19S, 21S, 23S, 25S, 27S, 29S 1.503 0.000 0.000 0.000 0.000 1.503 Roofs 11S, 13S, 15S, 17S, 19S, 21S, 23S, 25S, 27S, 29S, 31S, 33S, 35S 0.164 0.000 0.000 0.000 0.000 0.164 TENNIS 15S, 17S 2.336 0.000 0.000 0.000 0.000 2.336 Unconnected pavement 11S, 13S, 15S, 17S, 19S, 21S, 23S, 25S, 28 South Shore Drive (Pre) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 6HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 6.280 0.000 0.000 0.000 0.000 6.280 TOTAL AREA 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 7HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>3.01"Subcatchment 11S: DA-1 Tc=10.0 min CN=97 Runoff=0.04 cfs 0.004 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>1.74"Subcatchment 13S: DA-2 Tc=10.0 min CN=83 Runoff=1.42 cfs 0.109 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>0.63"Subcatchment 15S: DA-3 Tc=10.0 min CN=64 Runoff=0.08 cfs 0.008 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>0.30"Subcatchment 17S: DA-4 Tc=10.0 min CN=55 Runoff=0.08 cfs 0.016 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>0.82"Subcatchment 19S: DA-5 Tc=10.0 min CN=68 Runoff=0.11 cfs 0.010 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>1.14"Subcatchment 21S: DA-6 Tc=10.0 min CN=74 Runoff=0.17 cfs 0.013 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>1.59"Subcatchment 23S: DA-7 Tc=10.0 min CN=81 Runoff=0.20 cfs 0.015 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>2.05"Subcatchment 25S: DA-8 Tc=10.0 min CN=87 Runoff=0.25 cfs 0.020 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>1.89"Subcatchment 27S: DA-9 Tc=10.0 min CN=85 Runoff=1.30 cfs 0.100 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>2.50"Subcatchment 29S: DA-10 Tc=10.0 min CN=92 Runoff=2.41 cfs 0.192 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>1.81"Subcatchment 31S: DA-11 Tc=10.0 min CN=84 Runoff=0.26 cfs 0.020 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>0.19"Subcatchment 33S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.01 cfs 0.002 af Runoff Area=103,463 sf 60.32% Impervious Runoff Depth>1.20"Subcatchment 35S: DA-13 Tc=10.0 min CN=75 Runoff=3.02 cfs 0.237 af Inflow=0.04 cfs 0.004 afLink 12L: SP-1 (PAWKANNAWKUT ST) Primary=0.04 cfs 0.004 af Inflow=1.42 cfs 0.109 afLink 14L: SP-2 (EX. DRAINAGE) Primary=1.42 cfs 0.109 af Inflow=0.08 cfs 0.008 afLink 16L: SP-3 (BARKENTINE CIR) Primary=0.08 cfs 0.008 af 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 8HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.08 cfs 0.016 afLink 18L: SP-4 (SOUTH SHORE DR.) Primary=0.08 cfs 0.016 af Inflow=0.11 cfs 0.010 afLink 20L: SP-5 (SOUTH SHORE DR.) Primary=0.11 cfs 0.010 af Inflow=0.17 cfs 0.013 afLink 22L: SP-6 (SOUTH SHORE DR.) Primary=0.17 cfs 0.013 af Inflow=0.20 cfs 0.015 afLink 24L: SP-7 (EX. DRAINAGE.) Primary=0.20 cfs 0.015 af Inflow=0.25 cfs 0.020 afLink 26L: SP-8 (EX. DRAINAGE.) Primary=0.25 cfs 0.020 af Inflow=1.30 cfs 0.100 afLink 28L: SP-9 (EX. DRAINAGE.) Primary=1.30 cfs 0.100 af Inflow=2.41 cfs 0.192 afLink 30L: SP-10 (EX. DRAINAGE.) Primary=2.41 cfs 0.192 af Inflow=0.26 cfs 0.020 afLink 32L: SP-11 (KEARSARGE RD.) Primary=0.26 cfs 0.020 af Inflow=0.01 cfs 0.002 afLink 34L: SP-12 (SOUTH SHORE DR.) Primary=0.01 cfs 0.002 af Inflow=3.02 cfs 0.237 afLink 36L: SP-13 (HOTEL) Primary=3.02 cfs 0.237 af Total Runoff Area = 6.280 ac Runoff Volume = 0.746 af Average Runoff Depth = 1.43" 38.60% Pervious = 2.424 ac 61.40% Impervious = 3.856 ac 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 9HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: DA-1 Runoff = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=631 sf Runoff Volume=0.004 af Runoff Depth>3.01" Tc=10.0 min CN=97 0.04 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 10HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DA-2 Runoff = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=32,882 sf Runoff Volume=0.109 af Runoff Depth>1.74" Tc=10.0 min CN=83 1.42 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 11HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: DA-3 Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,407 sf Runoff Volume=0.008 af Runoff Depth>0.63" Tc=10.0 min CN=64 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 12HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: DA-4 Runoff = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 17S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=27,317 sf Runoff Volume=0.016 af Runoff Depth>0.30" Tc=10.0 min CN=55 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 13HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: DA-5 Runoff = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 19S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,136 sf Runoff Volume=0.010 af Runoff Depth>0.82" Tc=10.0 min CN=68 0.11 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 14HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: DA-6 Runoff = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 21S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,123 sf Runoff Volume=0.013 af Runoff Depth>1.14" Tc=10.0 min CN=74 0.17 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 15HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: DA-7 Runoff = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 23S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=5,071 sf Runoff Volume=0.015 af Runoff Depth>1.59" Tc=10.0 min CN=81 0.20 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 16HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA-8 Runoff = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 25S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=4,978 sf Runoff Volume=0.020 af Runoff Depth>2.05" Tc=10.0 min CN=87 0.25 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 17HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA-9 Runoff = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=27,725 sf Runoff Volume=0.100 af Runoff Depth>1.89" Tc=10.0 min CN=85 1.30 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 18HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA-10 Runoff = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af, Depth> 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=40,212 sf Runoff Volume=0.192 af Runoff Depth>2.50" Tc=10.0 min CN=92 2.41 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 19HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-11 Runoff = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af, Depth> 1.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=5,697 sf Runoff Volume=0.020 af Runoff Depth>1.81" Tc=10.0 min CN=84 0.26 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 20HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: DA-12 Runoff = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,895 sf Runoff Volume=0.002 af Runoff Depth>0.19" Tc=10.0 min UI Adjusted CN=51 0.01 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 21HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: DA-13 Runoff = 3.02 cfs @ 12.18 hrs, Volume= 0.237 af, Depth> 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 43,234 98 Roofs, HSG A 18,672 98 Unconnected pavement, HSG A 41,057 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 103,463 75 Weighted Average 41,057 39.68% Pervious Area 62,406 60.32% Impervious Area 18,672 29.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=103,463 sf Runoff Volume=0.237 af Runoff Depth>1.20" Tc=10.0 min CN=75 3.02 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 22HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 3.01" for 2-Year event Inflow = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af Primary = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.014 ac 0.04 cfs 0.04 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 23HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 14L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 1.74" for 2-Year event Inflow = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af Primary = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.755 ac 1.42 cfs 1.42 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 24HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 16L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 0.63" for 2-Year event Inflow = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af Primary = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 16L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.147 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 25HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 0.30" for 2-Year event Inflow = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af Primary = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.627 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 26HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 0.82" for 2-Year event Inflow = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af Primary = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.141 ac 0.11 cfs 0.11 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 27HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 1.14" for 2-Year event Inflow = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af Primary = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.141 ac 0.17 cfs 0.17 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 28HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 24L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 1.59" for 2-Year event Inflow = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af Primary = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 24L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.116 ac 0.20 cfs 0.20 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 29HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 26L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 2.05" for 2-Year event Inflow = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af Primary = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 26L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac 0.25 cfs 0.25 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 30HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 28L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 1.89" for 2-Year event Inflow = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af Primary = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 28L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.636 ac 1.30 cfs 1.30 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 31HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 30L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 2.50" for 2-Year event Inflow = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af Primary = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 30L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.923 ac 2.41 cfs 2.41 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 32HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 32L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 1.81" for 2-Year event Inflow = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af Primary = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 32L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.131 ac 0.26 cfs 0.26 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 33HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 0.19" for 2-Year event Inflow = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.158 ac 0.01 cfs 0.01 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 34HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 36L: SP-13 (HOTEL) Inflow Area = 2.375 ac, 60.32% Impervious, Inflow Depth > 1.20" for 2-Year event Inflow = 3.02 cfs @ 12.18 hrs, Volume= 0.237 af Primary = 3.02 cfs @ 12.18 hrs, Volume= 0.237 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 36L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=2.375 ac 3.02 cfs 3.02 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 35HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>4.53"Subcatchment 11S: DA-1 Tc=10.0 min CN=97 Runoff=0.06 cfs 0.005 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>3.07"Subcatchment 13S: DA-2 Tc=10.0 min CN=83 Runoff=2.49 cfs 0.193 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>1.50"Subcatchment 15S: DA-3 Tc=10.0 min CN=64 Runoff=0.23 cfs 0.018 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>0.92"Subcatchment 17S: DA-4 Tc=10.0 min CN=55 Runoff=0.51 cfs 0.048 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>1.80"Subcatchment 19S: DA-5 Tc=10.0 min CN=68 Runoff=0.27 cfs 0.021 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>2.27"Subcatchment 21S: DA-6 Tc=10.0 min CN=74 Runoff=0.35 cfs 0.027 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>2.88"Subcatchment 23S: DA-7 Tc=10.0 min CN=81 Runoff=0.36 cfs 0.028 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>3.46"Subcatchment 25S: DA-8 Tc=10.0 min CN=87 Runoff=0.42 cfs 0.033 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>3.26"Subcatchment 27S: DA-9 Tc=10.0 min CN=85 Runoff=2.21 cfs 0.173 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>3.97"Subcatchment 29S: DA-10 Tc=10.0 min CN=92 Runoff=3.73 cfs 0.306 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>3.16"Subcatchment 31S: DA-11 Tc=10.0 min CN=84 Runoff=0.44 cfs 0.034 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>0.70"Subcatchment 33S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.08 cfs 0.009 af Runoff Area=103,463 sf 60.32% Impervious Runoff Depth>2.35"Subcatchment 35S: DA-13 Tc=10.0 min CN=75 Runoff=6.06 cfs 0.466 af Inflow=0.06 cfs 0.005 afLink 12L: SP-1 (PAWKANNAWKUT ST) Primary=0.06 cfs 0.005 af Inflow=2.49 cfs 0.193 afLink 14L: SP-2 (EX. DRAINAGE) Primary=2.49 cfs 0.193 af Inflow=0.23 cfs 0.018 afLink 16L: SP-3 (BARKENTINE CIR) Primary=0.23 cfs 0.018 af 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 36HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.51 cfs 0.048 afLink 18L: SP-4 (SOUTH SHORE DR.) Primary=0.51 cfs 0.048 af Inflow=0.27 cfs 0.021 afLink 20L: SP-5 (SOUTH SHORE DR.) Primary=0.27 cfs 0.021 af Inflow=0.35 cfs 0.027 afLink 22L: SP-6 (SOUTH SHORE DR.) Primary=0.35 cfs 0.027 af Inflow=0.36 cfs 0.028 afLink 24L: SP-7 (EX. DRAINAGE.) Primary=0.36 cfs 0.028 af Inflow=0.42 cfs 0.033 afLink 26L: SP-8 (EX. DRAINAGE.) Primary=0.42 cfs 0.033 af Inflow=2.21 cfs 0.173 afLink 28L: SP-9 (EX. DRAINAGE.) Primary=2.21 cfs 0.173 af Inflow=3.73 cfs 0.306 afLink 30L: SP-10 (EX. DRAINAGE.) Primary=3.73 cfs 0.306 af Inflow=0.44 cfs 0.034 afLink 32L: SP-11 (KEARSARGE RD.) Primary=0.44 cfs 0.034 af Inflow=0.08 cfs 0.009 afLink 34L: SP-12 (SOUTH SHORE DR.) Primary=0.08 cfs 0.009 af Inflow=6.06 cfs 0.466 afLink 36L: SP-13 (HOTEL) Primary=6.06 cfs 0.466 af Total Runoff Area = 6.280 ac Runoff Volume = 1.362 af Average Runoff Depth = 2.60" 38.60% Pervious = 2.424 ac 61.40% Impervious = 3.856 ac 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 37HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: DA-1 Runoff = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af, Depth> 4.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=631 sf Runoff Volume=0.005 af Runoff Depth>4.53" Tc=10.0 min CN=97 0.06 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 38HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DA-2 Runoff = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af, Depth> 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=32,882 sf Runoff Volume=0.193 af Runoff Depth>3.07" Tc=10.0 min CN=83 2.49 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 39HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: DA-3 Runoff = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,407 sf Runoff Volume=0.018 af Runoff Depth>1.50" Tc=10.0 min CN=64 0.23 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 40HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: DA-4 Runoff = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 17S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=27,317 sf Runoff Volume=0.048 af Runoff Depth>0.92" Tc=10.0 min CN=55 0.51 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 41HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: DA-5 Runoff = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 19S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,136 sf Runoff Volume=0.021 af Runoff Depth>1.80" Tc=10.0 min CN=68 0.27 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 42HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: DA-6 Runoff = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 21S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,123 sf Runoff Volume=0.027 af Runoff Depth>2.27" Tc=10.0 min CN=74 0.35 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 43HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: DA-7 Runoff = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af, Depth> 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 23S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=5,071 sf Runoff Volume=0.028 af Runoff Depth>2.88" Tc=10.0 min CN=81 0.36 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 44HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA-8 Runoff = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af, Depth> 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 25S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=4,978 sf Runoff Volume=0.033 af Runoff Depth>3.46" Tc=10.0 min CN=87 0.42 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 45HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA-9 Runoff = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=27,725 sf Runoff Volume=0.173 af Runoff Depth>3.26" Tc=10.0 min CN=85 2.21 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 46HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA-10 Runoff = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=40,212 sf Runoff Volume=0.306 af Runoff Depth>3.97" Tc=10.0 min CN=92 3.73 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 47HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-11 Runoff = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af, Depth> 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=5,697 sf Runoff Volume=0.034 af Runoff Depth>3.16" Tc=10.0 min CN=84 0.44 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 48HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: DA-12 Runoff = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,895 sf Runoff Volume=0.009 af Runoff Depth>0.70" Tc=10.0 min UI Adjusted CN=51 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 49HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: DA-13 Runoff = 6.06 cfs @ 12.18 hrs, Volume= 0.466 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 43,234 98 Roofs, HSG A 18,672 98 Unconnected pavement, HSG A 41,057 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 103,463 75 Weighted Average 41,057 39.68% Pervious Area 62,406 60.32% Impervious Area 18,672 29.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=103,463 sf Runoff Volume=0.466 af Runoff Depth>2.35" Tc=10.0 min CN=75 6.06 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 50HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 4.53" for 10-Year event Inflow = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af Primary = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.06 cfs 0.06 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 51HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 14L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 3.07" for 10-Year event Inflow = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af Primary = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.755 ac 2.49 cfs 2.49 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 52HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 16L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 1.50" for 10-Year event Inflow = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af Primary = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 16L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.147 ac 0.23 cfs 0.23 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 53HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 0.92" for 10-Year event Inflow = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af Primary = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.627 ac 0.51 cfs 0.51 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 54HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 1.80" for 10-Year event Inflow = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af Primary = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.27 cfs 0.27 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 55HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 2.27" for 10-Year event Inflow = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af Primary = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.35 cfs 0.35 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 56HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 24L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 2.88" for 10-Year event Inflow = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af Primary = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 24L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.116 ac 0.36 cfs 0.36 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 57HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 26L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 3.46" for 10-Year event Inflow = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af Primary = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 26L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac 0.42 cfs 0.42 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 58HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 28L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 3.26" for 10-Year event Inflow = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af Primary = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 28L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.636 ac 2.21 cfs 2.21 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 59HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 30L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af Primary = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 30L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.923 ac 3.73 cfs 3.73 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 60HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 32L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 3.16" for 10-Year event Inflow = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af Primary = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 32L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.131 ac 0.44 cfs 0.44 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 61HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 0.70" for 10-Year event Inflow = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af Primary = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.158 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 62HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 36L: SP-13 (HOTEL) Inflow Area = 2.375 ac, 60.32% Impervious, Inflow Depth > 2.35" for 10-Year event Inflow = 6.06 cfs @ 12.18 hrs, Volume= 0.466 af Primary = 6.06 cfs @ 12.18 hrs, Volume= 0.466 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 36L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.375 ac 6.06 cfs 6.06 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 63HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>5.48"Subcatchment 11S: DA-1 Tc=10.0 min CN=97 Runoff=0.07 cfs 0.007 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>3.94"Subcatchment 13S: DA-2 Tc=10.0 min CN=83 Runoff=3.17 cfs 0.248 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>2.15"Subcatchment 15S: DA-3 Tc=10.0 min CN=64 Runoff=0.34 cfs 0.026 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>1.43"Subcatchment 17S: DA-4 Tc=10.0 min CN=55 Runoff=0.88 cfs 0.075 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>2.50"Subcatchment 19S: DA-5 Tc=10.0 min CN=68 Runoff=0.38 cfs 0.029 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>3.05"Subcatchment 21S: DA-6 Tc=10.0 min CN=74 Runoff=0.46 cfs 0.036 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>3.74"Subcatchment 23S: DA-7 Tc=10.0 min CN=81 Runoff=0.47 cfs 0.036 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>4.36"Subcatchment 25S: DA-8 Tc=10.0 min CN=87 Runoff=0.52 cfs 0.042 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>4.15"Subcatchment 27S: DA-9 Tc=10.0 min CN=85 Runoff=2.79 cfs 0.220 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>4.91"Subcatchment 29S: DA-10 Tc=10.0 min CN=92 Runoff=4.55 cfs 0.378 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>4.05"Subcatchment 31S: DA-11 Tc=10.0 min CN=84 Runoff=0.56 cfs 0.044 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>1.14"Subcatchment 33S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.16 cfs 0.015 af Runoff Area=103,463 sf 60.32% Impervious Runoff Depth>3.15"Subcatchment 35S: DA-13 Tc=10.0 min CN=75 Runoff=8.10 cfs 0.623 af Inflow=0.07 cfs 0.007 afLink 12L: SP-1 (PAWKANNAWKUT ST) Primary=0.07 cfs 0.007 af Inflow=3.17 cfs 0.248 afLink 14L: SP-2 (EX. DRAINAGE) Primary=3.17 cfs 0.248 af Inflow=0.34 cfs 0.026 afLink 16L: SP-3 (BARKENTINE CIR) Primary=0.34 cfs 0.026 af 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 64HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.88 cfs 0.075 afLink 18L: SP-4 (SOUTH SHORE DR.) Primary=0.88 cfs 0.075 af Inflow=0.38 cfs 0.029 afLink 20L: SP-5 (SOUTH SHORE DR.) Primary=0.38 cfs 0.029 af Inflow=0.46 cfs 0.036 afLink 22L: SP-6 (SOUTH SHORE DR.) Primary=0.46 cfs 0.036 af Inflow=0.47 cfs 0.036 afLink 24L: SP-7 (EX. DRAINAGE.) Primary=0.47 cfs 0.036 af Inflow=0.52 cfs 0.042 afLink 26L: SP-8 (EX. DRAINAGE.) Primary=0.52 cfs 0.042 af Inflow=2.79 cfs 0.220 afLink 28L: SP-9 (EX. DRAINAGE.) Primary=2.79 cfs 0.220 af Inflow=4.55 cfs 0.378 afLink 30L: SP-10 (EX. DRAINAGE.) Primary=4.55 cfs 0.378 af Inflow=0.56 cfs 0.044 afLink 32L: SP-11 (KEARSARGE RD.) Primary=0.56 cfs 0.044 af Inflow=0.16 cfs 0.015 afLink 34L: SP-12 (SOUTH SHORE DR.) Primary=0.16 cfs 0.015 af Inflow=8.10 cfs 0.623 afLink 36L: SP-13 (HOTEL) Primary=8.10 cfs 0.623 af Total Runoff Area = 6.280 ac Runoff Volume = 1.778 af Average Runoff Depth = 3.40" 38.60% Pervious = 2.424 ac 61.40% Impervious = 3.856 ac 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 65HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: DA-1 Runoff = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af, Depth> 5.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=631 sf Runoff Volume=0.007 af Runoff Depth>5.48" Tc=10.0 min CN=97 0.07 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 66HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DA-2 Runoff = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af, Depth> 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=32,882 sf Runoff Volume=0.248 af Runoff Depth>3.94" Tc=10.0 min CN=83 3.17 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 67HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: DA-3 Runoff = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,407 sf Runoff Volume=0.026 af Runoff Depth>2.15" Tc=10.0 min CN=64 0.34 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 68HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: DA-4 Runoff = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 17S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=27,317 sf Runoff Volume=0.075 af Runoff Depth>1.43" Tc=10.0 min CN=55 0.88 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 69HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: DA-5 Runoff = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af, Depth> 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 19S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,136 sf Runoff Volume=0.029 af Runoff Depth>2.50" Tc=10.0 min CN=68 0.38 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 70HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: DA-6 Runoff = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af, Depth> 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 21S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,123 sf Runoff Volume=0.036 af Runoff Depth>3.05" Tc=10.0 min CN=74 0.46 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 71HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: DA-7 Runoff = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af, Depth> 3.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 23S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=5,071 sf Runoff Volume=0.036 af Runoff Depth>3.74" Tc=10.0 min CN=81 0.47 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 72HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA-8 Runoff = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af, Depth> 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 25S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=4,978 sf Runoff Volume=0.042 af Runoff Depth>4.36" Tc=10.0 min CN=87 0.52 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 73HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA-9 Runoff = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af, Depth> 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=27,725 sf Runoff Volume=0.220 af Runoff Depth>4.15" Tc=10.0 min CN=85 2.79 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 74HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA-10 Runoff = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af, Depth> 4.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=40,212 sf Runoff Volume=0.378 af Runoff Depth>4.91" Tc=10.0 min CN=92 4.55 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 75HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-11 Runoff = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af, Depth> 4.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=5,697 sf Runoff Volume=0.044 af Runoff Depth>4.05" Tc=10.0 min CN=84 0.56 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 76HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: DA-12 Runoff = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,895 sf Runoff Volume=0.015 af Runoff Depth>1.14" Tc=10.0 min UI Adjusted CN=51 0.16 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 77HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: DA-13 Runoff = 8.10 cfs @ 12.17 hrs, Volume= 0.623 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 43,234 98 Roofs, HSG A 18,672 98 Unconnected pavement, HSG A 41,057 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 103,463 75 Weighted Average 41,057 39.68% Pervious Area 62,406 60.32% Impervious Area 18,672 29.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=103,463 sf Runoff Volume=0.623 af Runoff Depth>3.15" Tc=10.0 min CN=75 8.10 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 78HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 5.48" for 25-Year event Inflow = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af Primary = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.07 cfs 0.07 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 79HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 14L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 3.94" for 25-Year event Inflow = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af Primary = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.755 ac 3.17 cfs 3.17 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 80HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 16L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 2.15" for 25-Year event Inflow = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af Primary = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 16L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.147 ac 0.34 cfs 0.34 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 81HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 1.43" for 25-Year event Inflow = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af Primary = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.627 ac 0.88 cfs 0.88 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 82HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 2.50" for 25-Year event Inflow = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af Primary = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.38 cfs 0.38 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 83HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 3.05" for 25-Year event Inflow = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af Primary = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.46 cfs 0.46 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 84HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 24L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 3.74" for 25-Year event Inflow = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af Primary = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 24L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.116 ac 0.47 cfs 0.47 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 85HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 26L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 4.36" for 25-Year event Inflow = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af Primary = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 26L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac 0.52 cfs 0.52 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 86HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 28L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 4.15" for 25-Year event Inflow = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af Primary = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 28L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.636 ac 2.79 cfs 2.79 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 87HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 30L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 4.91" for 25-Year event Inflow = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af Primary = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 30L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.923 ac 4.55 cfs 4.55 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 88HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 32L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 4.05" for 25-Year event Inflow = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af Primary = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 32L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.131 ac 0.56 cfs 0.56 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 89HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 1.14" for 25-Year event Inflow = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af Primary = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.158 ac 0.16 cfs 0.16 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 90HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 36L: SP-13 (HOTEL) Inflow Area = 2.375 ac, 60.32% Impervious, Inflow Depth > 3.15" for 25-Year event Inflow = 8.10 cfs @ 12.17 hrs, Volume= 0.623 af Primary = 8.10 cfs @ 12.17 hrs, Volume= 0.623 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 36L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.375 ac 8.10 cfs 8.10 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 91HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>6.95"Subcatchment 11S: DA-1 Tc=10.0 min CN=97 Runoff=0.09 cfs 0.008 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>5.32"Subcatchment 13S: DA-2 Tc=10.0 min CN=83 Runoff=4.21 cfs 0.335 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>3.24"Subcatchment 15S: DA-3 Tc=10.0 min CN=64 Runoff=0.51 cfs 0.040 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>2.32"Subcatchment 17S: DA-4 Tc=10.0 min CN=55 Runoff=1.52 cfs 0.121 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>3.66"Subcatchment 19S: DA-5 Tc=10.0 min CN=68 Runoff=0.56 cfs 0.043 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>4.31"Subcatchment 21S: DA-6 Tc=10.0 min CN=74 Runoff=0.65 cfs 0.051 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>5.09"Subcatchment 23S: DA-7 Tc=10.0 min CN=81 Runoff=0.63 cfs 0.049 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>5.78"Subcatchment 25S: DA-8 Tc=10.0 min CN=87 Runoff=0.68 cfs 0.055 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>5.55"Subcatchment 27S: DA-9 Tc=10.0 min CN=85 Runoff=3.67 cfs 0.294 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>6.36"Subcatchment 29S: DA-10 Tc=10.0 min CN=92 Runoff=5.80 cfs 0.489 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>5.43"Subcatchment 31S: DA-11 Tc=10.0 min CN=84 Runoff=0.74 cfs 0.059 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>1.93"Subcatchment 33S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.31 cfs 0.026 af Runoff Area=103,463 sf 60.32% Impervious Runoff Depth>4.42"Subcatchment 35S: DA-13 Tc=10.0 min CN=75 Runoff=11.32 cfs 0.875 af Inflow=0.09 cfs 0.008 afLink 12L: SP-1 (PAWKANNAWKUT ST) Primary=0.09 cfs 0.008 af Inflow=4.21 cfs 0.335 afLink 14L: SP-2 (EX. DRAINAGE) Primary=4.21 cfs 0.335 af Inflow=0.51 cfs 0.040 afLink 16L: SP-3 (BARKENTINE CIR) Primary=0.51 cfs 0.040 af 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 92HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=1.52 cfs 0.121 afLink 18L: SP-4 (SOUTH SHORE DR.) Primary=1.52 cfs 0.121 af Inflow=0.56 cfs 0.043 afLink 20L: SP-5 (SOUTH SHORE DR.) Primary=0.56 cfs 0.043 af Inflow=0.65 cfs 0.051 afLink 22L: SP-6 (SOUTH SHORE DR.) Primary=0.65 cfs 0.051 af Inflow=0.63 cfs 0.049 afLink 24L: SP-7 (EX. DRAINAGE.) Primary=0.63 cfs 0.049 af Inflow=0.68 cfs 0.055 afLink 26L: SP-8 (EX. DRAINAGE.) Primary=0.68 cfs 0.055 af Inflow=3.67 cfs 0.294 afLink 28L: SP-9 (EX. DRAINAGE.) Primary=3.67 cfs 0.294 af Inflow=5.80 cfs 0.489 afLink 30L: SP-10 (EX. DRAINAGE.) Primary=5.80 cfs 0.489 af Inflow=0.74 cfs 0.059 afLink 32L: SP-11 (KEARSARGE RD.) Primary=0.74 cfs 0.059 af Inflow=0.31 cfs 0.026 afLink 34L: SP-12 (SOUTH SHORE DR.) Primary=0.31 cfs 0.026 af Inflow=11.32 cfs 0.875 afLink 36L: SP-13 (HOTEL) Primary=11.32 cfs 0.875 af Total Runoff Area = 6.280 ac Runoff Volume = 2.445 af Average Runoff Depth = 4.67" 38.60% Pervious = 2.424 ac 61.40% Impervious = 3.856 ac 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 93HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: DA-1 Runoff = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af, Depth> 6.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 11S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=631 sf Runoff Volume=0.008 af Runoff Depth>6.95" Tc=10.0 min CN=97 0.09 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 94HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: DA-2 Runoff = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af, Depth> 5.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 13S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=32,882 sf Runoff Volume=0.335 af Runoff Depth>5.32" Tc=10.0 min CN=83 4.21 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 95HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: DA-3 Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af, Depth> 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 15S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,407 sf Runoff Volume=0.040 af Runoff Depth>3.24" Tc=10.0 min CN=64 0.51 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 96HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 17S: DA-4 Runoff = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af, Depth> 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 17S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=27,317 sf Runoff Volume=0.121 af Runoff Depth>2.32" Tc=10.0 min CN=55 1.52 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 97HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 19S: DA-5 Runoff = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 19S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,136 sf Runoff Volume=0.043 af Runoff Depth>3.66" Tc=10.0 min CN=68 0.56 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 98HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 21S: DA-6 Runoff = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af, Depth> 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 21S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,123 sf Runoff Volume=0.051 af Runoff Depth>4.31" Tc=10.0 min CN=74 0.65 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 99HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 23S: DA-7 Runoff = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af, Depth> 5.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 23S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=5,071 sf Runoff Volume=0.049 af Runoff Depth>5.09" Tc=10.0 min CN=81 0.63 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 100HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: DA-8 Runoff = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af, Depth> 5.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 25S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=4,978 sf Runoff Volume=0.055 af Runoff Depth>5.78" Tc=10.0 min CN=87 0.68 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 101HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 27S: DA-9 Runoff = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af, Depth> 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=27,725 sf Runoff Volume=0.294 af Runoff Depth>5.55" Tc=10.0 min CN=85 3.67 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 102HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: DA-10 Runoff = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af, Depth> 6.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=40,212 sf Runoff Volume=0.489 af Runoff Depth>6.36" Tc=10.0 min CN=92 5.80 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 103HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-11 Runoff = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af, Depth> 5.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=5,697 sf Runoff Volume=0.059 af Runoff Depth>5.43" Tc=10.0 min CN=84 0.74 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 104HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: DA-12 Runoff = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,895 sf Runoff Volume=0.026 af Runoff Depth>1.93" Tc=10.0 min UI Adjusted CN=51 0.31 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 105HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 35S: DA-13 Runoff = 11.32 cfs @ 12.17 hrs, Volume= 0.875 af, Depth> 4.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 43,234 98 Roofs, HSG A 18,672 98 Unconnected pavement, HSG A 41,057 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 103,463 75 Weighted Average 41,057 39.68% Pervious Area 62,406 60.32% Impervious Area 18,672 29.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=103,463 sf Runoff Volume=0.875 af Runoff Depth>4.42" Tc=10.0 min CN=75 11.32 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 106HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 6.95" for 100-Year event Inflow = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af Primary = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 12L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.09 cfs 0.09 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 107HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 14L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 5.32" for 100-Year event Inflow = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af Primary = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 14L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.755 ac 4.21 cfs 4.21 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 108HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 16L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 3.24" for 100-Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af Primary = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 16L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.147 ac 0.51 cfs 0.51 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 109HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 2.32" for 100-Year event Inflow = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af Primary = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 18L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.627 ac 1.52 cfs 1.52 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 110HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 3.66" for 100-Year event Inflow = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af Primary = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 20L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.56 cfs 0.56 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 111HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 4.31" for 100-Year event Inflow = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af Primary = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 22L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.65 cfs 0.65 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 112HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 24L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 5.09" for 100-Year event Inflow = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af Primary = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 24L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.116 ac 0.63 cfs 0.63 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 113HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 26L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 5.78" for 100-Year event Inflow = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af Primary = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 26L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac 0.68 cfs 0.68 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 114HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 28L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 5.55" for 100-Year event Inflow = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af Primary = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 28L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.636 ac 3.67 cfs 3.67 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 115HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 30L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 6.36" for 100-Year event Inflow = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af Primary = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 30L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.923 ac 5.80 cfs 5.80 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 116HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 32L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 5.43" for 100-Year event Inflow = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af Primary = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 32L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.131 ac 0.74 cfs 0.74 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 117HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 1.93" for 100-Year event Inflow = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af Primary = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 34L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.158 ac 0.31 cfs 0.31 cfs 28 South Shore Drive (Pre) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 118HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 36L: SP-13 (HOTEL) Inflow Area = 2.375 ac, 60.32% Impervious, Inflow Depth > 4.42" for 100-Year event Inflow = 11.32 cfs @ 12.17 hrs, Volume= 0.875 af Primary = 11.32 cfs @ 12.17 hrs, Volume= 0.875 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 36L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.375 ac 11.32 cfs 11.32 cfs POST 37S DA-1 38S DA-2 39S DA-3 40S DA-4 41S DA-5 42S DA-6 43S DA-7 44S DA-8 45S DA-9 46S DA-10 47S DA-11 48S DA-12 49S ROOF - LEFT 64S DA-13 68S ROOF - RIGHT 69S POOL PATIO 8R Drain Pipe 70R Drain Pipe 71R Drain Pipe 67P CULTEC R-280 (45 X 14.75 X 3.71) 78P CULTEC R-280 (52 X 10.33 X 3.71) 79P CULTEC R-280 (38 X 14.75 X 3.71) 50L SP-1 (PAWKANNAWKUT ST) 51L SP-2 (EX. DRAINAGE) 52L SP-3 (BARKENTINE CIR) 53L SP-4 (SOUTH SHORE DR.) 54L SP-5 (SOUTH SHORE DR.) 55L SP-6 (SOUTH SHORE DR.) 56L SP-7 (EX. DRAINAGE.) 57L SP-8 (EX. DRAINAGE.) 58L SP-9 (EX. DRAINAGE.) 59L SP-10 (EX. DRAINAGE.) 60L SP-11 (KEARSARGE RD.) 61L SP-12 (SOUTH SHORE DR.) 62L SP-13 (HOTEL) Routing Diagram for C17189.03 Prepared by Coastal Engineering Co., Printed 5/15/2023 HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 2HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year NRCC 24-hr C Default 24.00 1 3.36 2 2 10-Year NRCC 24-hr C Default 24.00 1 4.89 2 3 25-Year NRCC 24-hr C Default 24.00 1 5.85 2 4 100-Year NRCC 24-hr C Default 24.00 1 7.32 2 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 3HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.167 39 >75% Grass cover, Good, HSG A (38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 64S, 69S) 0.011 98 DECK, HSG A (64S) 0.007 96 Gravel surface, HSG A (37S) 0.030 96 PATIO, HSG A (38S, 41S, 42S, 43S, 44S, 45S, 46S) 0.005 98 PATIO, HSG A (40S) 1.503 98 Roofs, HSG A (37S, 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 49S, 64S, 68S) 0.164 96 TENNIS, HSG A (39S, 40S) 2.392 98 Unconnected pavement, HSG A (37S, 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 64S, 69S) 6.280 78 TOTAL AREA 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 4HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 6.280 HSG A 37S, 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 49S, 64S, 68S, 69S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 6.280 TOTAL AREA 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 5HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 2.167 0.000 0.000 0.000 0.000 2.167 >75% Grass cover, Good 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 64S, 69S 0.011 0.000 0.000 0.000 0.000 0.011 DECK 64S 0.007 0.000 0.000 0.000 0.000 0.007 Gravel surface 37S 0.035 0.000 0.000 0.000 0.000 0.035 PATIO 38S, 40S, 41S, 42S, 43S, 44S, 45S, 46S 1.503 0.000 0.000 0.000 0.000 1.503 Roofs 37S, 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 49S, 64S, 68S 0.164 0.000 0.000 0.000 0.000 0.164 TENNIS 39S, 40S 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 6HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 2.392 0.000 0.000 0.000 0.000 2.392 Unconnected pavement 37S, 38S, 39S, 40S, 41S, 42S, 43S, 44S, 45S, 46S, 47S, 48S, 64S, 69S 6.280 0.000 0.000 0.000 0.000 6.280 TOTAL AREA 28 South Shore Drive (Post) C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 7HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 8R 8.10 6.80 175.0 0.0074 0.010 0.0 8.0 0.0 2 70R 233.00 232.00 77.0 0.0130 0.010 0.0 8.0 0.0 3 71R 7.78 6.60 153.0 0.0077 0.010 0.0 8.0 0.0 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 8HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>3.01"Subcatchment 37S: DA-1 Tc=10.0 min CN=97 Runoff=0.04 cfs 0.004 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>1.74"Subcatchment 38S: DA-2 Tc=10.0 min CN=83 Runoff=1.42 cfs 0.109 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>0.63"Subcatchment 39S: DA-3 Tc=10.0 min CN=64 Runoff=0.08 cfs 0.008 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>0.30"Subcatchment 40S: DA-4 Tc=10.0 min CN=55 Runoff=0.08 cfs 0.016 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>0.82"Subcatchment 41S: DA-5 Tc=10.0 min CN=68 Runoff=0.11 cfs 0.010 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>1.14"Subcatchment 42S: DA-6 Tc=10.0 min CN=74 Runoff=0.17 cfs 0.013 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>1.59"Subcatchment 43S: DA-7 Tc=10.0 min CN=81 Runoff=0.20 cfs 0.015 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>2.05"Subcatchment 44S: DA-8 Tc=10.0 min CN=87 Runoff=0.25 cfs 0.020 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>1.89"Subcatchment 45S: DA-9 Tc=10.0 min CN=85 Runoff=1.30 cfs 0.100 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>2.50"Subcatchment 46S: DA-10 Tc=10.0 min CN=92 Runoff=2.41 cfs 0.192 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>1.81"Subcatchment 47S: DA-11 Tc=10.0 min CN=84 Runoff=0.26 cfs 0.020 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>0.19"Subcatchment 48S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.01 cfs 0.002 af Runoff Area=11,916 sf 100.00% Impervious Runoff Depth>3.12"Subcatchment 49S: ROOF - LEFT Tc=10.0 min CN=98 Runoff=0.81 cfs 0.071 af Runoff Area=69,366 sf 49.13% Impervious Runoff Depth>0.82"Subcatchment 64S: DA-13 Tc=10.0 min CN=68 Runoff=1.28 cfs 0.109 af Runoff Area=9,540 sf 100.00% Impervious Runoff Depth>3.12"Subcatchment 68S: ROOF - RIGHT Tc=10.0 min CN=98 Runoff=0.65 cfs 0.057 af Runoff Area=12,641 sf 73.66% Impervious Runoff Depth>1.66"Subcatchment 69S: POOL PATIO Tc=10.0 min CN=82 Runoff=0.52 cfs 0.040 af 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 9HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.37' Max Vel=4.05 fps Inflow=0.81 cfs 0.071 afReach 8R: Drain Pipe 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs Outflow=0.81 cfs 0.071 af Avg. Flow Depth=0.25' Max Vel=4.45 fps Inflow=0.52 cfs 0.040 afReach 70R: Drain Pipe 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs Outflow=0.52 cfs 0.040 af Avg. Flow Depth=0.32' Max Vel=3.89 fps Inflow=0.65 cfs 0.057 afReach 71R: Drain Pipe 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs Outflow=0.65 cfs 0.057 af Peak Elev=5.51' Storage=414 cf Inflow=0.81 cfs 0.071 afPond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Discarded=0.27 cfs 0.071 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.071 af Peak Elev=5.50' Storage=328 cf Inflow=0.65 cfs 0.057 afPond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Discarded=0.22 cfs 0.057 af Secondary=0.00 cfs 0.000 af Outflow=0.22 cfs 0.057 af Peak Elev=5.16' Storage=186 cf Inflow=0.52 cfs 0.040 afPond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Discarded=0.23 cfs 0.040 af Secondary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.040 af Inflow=0.04 cfs 0.004 afLink 50L: SP-1 (PAWKANNAWKUT ST) Primary=0.04 cfs 0.004 af Inflow=1.42 cfs 0.109 afLink 51L: SP-2 (EX. DRAINAGE) Primary=1.42 cfs 0.109 af Inflow=0.08 cfs 0.008 afLink 52L: SP-3 (BARKENTINE CIR) Primary=0.08 cfs 0.008 af Inflow=0.08 cfs 0.016 afLink 53L: SP-4 (SOUTH SHORE DR.) Primary=0.08 cfs 0.016 af Inflow=0.11 cfs 0.010 afLink 54L: SP-5 (SOUTH SHORE DR.) Primary=0.11 cfs 0.010 af Inflow=0.17 cfs 0.013 afLink 55L: SP-6 (SOUTH SHORE DR.) Primary=0.17 cfs 0.013 af Inflow=0.20 cfs 0.015 afLink 56L: SP-7 (EX. DRAINAGE.) Primary=0.20 cfs 0.015 af Inflow=0.25 cfs 0.020 afLink 57L: SP-8 (EX. DRAINAGE.) Primary=0.25 cfs 0.020 af Inflow=1.30 cfs 0.100 afLink 58L: SP-9 (EX. DRAINAGE.) Primary=1.30 cfs 0.100 af Inflow=2.41 cfs 0.192 afLink 59L: SP-10 (EX. DRAINAGE.) Primary=2.41 cfs 0.192 af Inflow=0.26 cfs 0.020 afLink 60L: SP-11 (KEARSARGE RD.) Primary=0.26 cfs 0.020 af 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 10HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.01 cfs 0.002 afLink 61L: SP-12 (SOUTH SHORE DR.) Primary=0.01 cfs 0.002 af Inflow=1.28 cfs 0.109 afLink 62L: SP-13 (HOTEL) Primary=1.28 cfs 0.109 af Total Runoff Area = 6.280 ac Runoff Volume = 0.786 af Average Runoff Depth = 1.50" 37.71% Pervious = 2.368 ac 62.29% Impervious = 3.912 ac 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 11HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: DA-1 Runoff = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=631 sf Runoff Volume=0.004 af Runoff Depth>3.01" Tc=10.0 min CN=97 0.04 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 12HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: DA-2 Runoff = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af, Depth> 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=32,882 sf Runoff Volume=0.109 af Runoff Depth>1.74" Tc=10.0 min CN=83 1.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 13HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: DA-3 Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 39S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,407 sf Runoff Volume=0.008 af Runoff Depth>0.63" Tc=10.0 min CN=64 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 14HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: DA-4 Runoff = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 40S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=27,317 sf Runoff Volume=0.016 af Runoff Depth>0.30" Tc=10.0 min CN=55 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 15HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: DA-5 Runoff = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 41S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,136 sf Runoff Volume=0.010 af Runoff Depth>0.82" Tc=10.0 min CN=68 0.11 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 16HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: DA-6 Runoff = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 42S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,123 sf Runoff Volume=0.013 af Runoff Depth>1.14" Tc=10.0 min CN=74 0.17 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 17HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: DA-7 Runoff = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 43S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=5,071 sf Runoff Volume=0.015 af Runoff Depth>1.59" Tc=10.0 min CN=81 0.20 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 18HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 44S: DA-8 Runoff = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af, Depth> 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 44S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=4,978 sf Runoff Volume=0.020 af Runoff Depth>2.05" Tc=10.0 min CN=87 0.25 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 19HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: DA-9 Runoff = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 45S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=27,725 sf Runoff Volume=0.100 af Runoff Depth>1.89" Tc=10.0 min CN=85 1.30 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 20HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: DA-10 Runoff = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af, Depth> 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 46S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=40,212 sf Runoff Volume=0.192 af Runoff Depth>2.50" Tc=10.0 min CN=92 2.41 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 21HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 47S: DA-11 Runoff = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af, Depth> 1.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 47S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=5,697 sf Runoff Volume=0.020 af Runoff Depth>1.81" Tc=10.0 min CN=84 0.26 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 22HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: DA-12 Runoff = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 48S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=6,895 sf Runoff Volume=0.002 af Runoff Depth>0.19" Tc=10.0 min UI Adjusted CN=51 0.01 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 23HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: ROOF - LEFT Runoff = 0.81 cfs @ 12.17 hrs, Volume= 0.071 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 11,916 98 Roofs, HSG A 11,916 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 49S: ROOF - LEFT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=11,916 sf Runoff Volume=0.071 af Runoff Depth>3.12" Tc=10.0 min CN=98 0.81 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 24HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: DA-13 Runoff = 1.28 cfs @ 12.19 hrs, Volume= 0.109 af, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 21,778 98 Roofs, HSG A 11,803 98 Unconnected pavement, HSG A 35,285 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 69,366 68 Weighted Average 35,285 50.87% Pervious Area 34,081 49.13% Impervious Area 11,803 34.63% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=69,366 sf Runoff Volume=0.109 af Runoff Depth>0.82" Tc=10.0 min CN=68 1.28 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 25HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: ROOF - RIGHT Runoff = 0.65 cfs @ 12.17 hrs, Volume= 0.057 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 9,540 98 Roofs, HSG A 9,540 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: ROOF - RIGHT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=9,540 sf Runoff Volume=0.057 af Runoff Depth>3.12" Tc=10.0 min CN=98 0.65 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 26HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 69S: POOL PATIO Runoff = 0.52 cfs @ 12.18 hrs, Volume= 0.040 af, Depth> 1.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 2-Year Rainfall=3.36" Area (sf) CN Description 9,311 98 Unconnected pavement, HSG A 3,330 39 >75% Grass cover, Good, HSG A 12,641 82 Weighted Average 3,330 26.34% Pervious Area 9,311 73.66% Impervious Area 9,311 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 69S: POOL PATIO Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 2-Year Rainfall=3.36" Runoff Area=12,641 sf Runoff Volume=0.040 af Runoff Depth>1.66" Tc=10.0 min CN=82 0.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 27HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Drain Pipe Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 3.12" for 2-Year event Inflow = 0.81 cfs @ 12.17 hrs, Volume= 0.071 af Outflow = 0.81 cfs @ 12.19 hrs, Volume= 0.071 af, Atten= 1%, Lag= 1.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.05 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.46 fps, Avg. Travel Time= 2.0 min Peak Storage= 35 cf @ 12.18 hrs Average Depth at Peak Storage= 0.37' , Surface Width= 0.66' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.35 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 175.0' Slope= 0.0074 '/' Inlet Invert= 8.10', Outlet Invert= 6.80' Reach 8R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.274 ac Avg. Flow Depth=0.37' Max Vel=4.05 fps 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs 0.81 cfs 0.81 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 28HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 70R: Drain Pipe Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 1.66" for 2-Year event Inflow = 0.52 cfs @ 12.18 hrs, Volume= 0.040 af Outflow = 0.52 cfs @ 12.18 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.45 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.67 fps, Avg. Travel Time= 0.8 min Peak Storage= 9 cf @ 12.18 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 0.64' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.79 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 77.0' Slope= 0.0130 '/' Inlet Invert= 233.00', Outlet Invert= 232.00' Reach 70R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.290 ac Avg. Flow Depth=0.25' Max Vel=4.45 fps 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs 0.52 cfs 0.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 29HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 71R: Drain Pipe Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 3.12" for 2-Year event Inflow = 0.65 cfs @ 12.17 hrs, Volume= 0.057 af Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.057 af, Atten= 0%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.89 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.38 fps, Avg. Travel Time= 1.8 min Peak Storage= 25 cf @ 12.18 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 0.67' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.38 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 153.0' Slope= 0.0077 '/' Inlet Invert= 7.78', Outlet Invert= 6.60' Reach 71R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.219 ac Avg. Flow Depth=0.32' Max Vel=3.89 fps 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs 0.65 cfs 0.65 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 30HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 3.12" for 2-Year event Inflow = 0.81 cfs @ 12.19 hrs, Volume= 0.071 af Outflow = 0.27 cfs @ 11.97 hrs, Volume= 0.071 af, Atten= 66%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.97 hrs, Volume= 0.071 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 5.51' @ 12.42 hrs Surf.Area= 664 sf Storage= 414 cf Plug-Flow detention time= 6.1 min calculated for 0.071 af (100% of inflow) Center-of-Mass det. time= 6.0 min ( 767.6 - 761.5 ) Volume Invert Avail.Storage Storage Description #1A 4.50'539 cf 14.75'W x 45.00'L x 3.21'H Field A 2,130 cf Overall - 783 cf Embedded = 1,346 cf x 40.0% Voids #2A 5.00'783 cf Cultec R-280HD x 18 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,322 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.97 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 31HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.274 ac Peak Elev=5.51' Storage=414 cf 0.81 cfs 0.27 cfs 0.27 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 32HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 3.12" for 2-Year event Inflow = 0.65 cfs @ 12.19 hrs, Volume= 0.057 af Outflow = 0.22 cfs @ 11.98 hrs, Volume= 0.057 af, Atten= 66%, Lag= 0.0 min Discarded = 0.22 cfs @ 11.98 hrs, Volume= 0.057 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 5.50' @ 12.42 hrs Surf.Area= 537 sf Storage= 328 cf Plug-Flow detention time= 5.9 min calculated for 0.057 af (100% of inflow) Center-of-Mass det. time= 5.9 min ( 767.2 - 761.4 ) Volume Invert Avail.Storage Storage Description #1A 4.50'447 cf 10.33'W x 52.00'L x 3.21'H Field A 1,724 cf Overall - 607 cf Embedded = 1,117 cf x 40.0% Voids #2A 5.00'607 cf Cultec R-280HD x 14 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 2 rows 1,054 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.22 cfs @ 11.98 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 33HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.219 ac Peak Elev=5.50' Storage=328 cf 0.65 cfs 0.22 cfs 0.22 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 34HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 1.66" for 2-Year event Inflow = 0.52 cfs @ 12.18 hrs, Volume= 0.040 af Outflow = 0.23 cfs @ 12.05 hrs, Volume= 0.040 af, Atten= 56%, Lag= 0.0 min Discarded = 0.23 cfs @ 12.05 hrs, Volume= 0.040 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 5.16' @ 12.37 hrs Surf.Area= 561 sf Storage= 186 cf Plug-Flow detention time= 3.5 min calculated for 0.040 af (100% of inflow) Center-of-Mass det. time= 3.4 min ( 850.3 - 846.9 ) Volume Invert Avail.Storage Storage Description #1A 4.50'457 cf 14.75'W x 38.00'L x 3.21'H Field A 1,798 cf Overall - 656 cf Embedded = 1,143 cf x 40.0% Voids #2A 5.00'656 cf Cultec R-280HD x 15 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,113 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.23 cfs @ 12.05 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 35HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.290 ac Peak Elev=5.16' Storage=186 cf 0.52 cfs 0.23 cfs 0.23 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 36HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 3.01" for 2-Year event Inflow = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af Primary = 0.04 cfs @ 12.17 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.014 ac 0.04 cfs 0.04 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 37HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 51L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 1.74" for 2-Year event Inflow = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af Primary = 1.42 cfs @ 12.18 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 51L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.755 ac 1.42 cfs 1.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 38HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 52L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 0.63" for 2-Year event Inflow = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af Primary = 0.08 cfs @ 12.19 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 52L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.147 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 39HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 0.30" for 2-Year event Inflow = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af Primary = 0.08 cfs @ 12.25 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.627 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 40HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 0.82" for 2-Year event Inflow = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af Primary = 0.11 cfs @ 12.19 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.125 0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.141 ac 0.11 cfs 0.11 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 41HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 1.14" for 2-Year event Inflow = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af Primary = 0.17 cfs @ 12.18 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.141 ac 0.17 cfs 0.17 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 42HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 56L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 1.59" for 2-Year event Inflow = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af Primary = 0.20 cfs @ 12.18 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 56L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.116 ac 0.20 cfs 0.20 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 43HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 57L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 2.05" for 2-Year event Inflow = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af Primary = 0.25 cfs @ 12.17 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 57L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac 0.25 cfs 0.25 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 44HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 58L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 1.89" for 2-Year event Inflow = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af Primary = 1.30 cfs @ 12.17 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 58L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.636 ac 1.30 cfs 1.30 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 45HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 59L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 2.50" for 2-Year event Inflow = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af Primary = 2.41 cfs @ 12.17 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 59L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.923 ac 2.41 cfs 2.41 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 46HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 60L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 1.81" for 2-Year event Inflow = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af Primary = 0.26 cfs @ 12.17 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 60L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.131 ac 0.26 cfs 0.26 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 47HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 0.19" for 2-Year event Inflow = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af Primary = 0.01 cfs @ 12.57 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.007 0.007 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.158 ac 0.01 cfs 0.01 cfs 28 South Shore Drive (Post) NRCC 24-hr C 2-Year Rainfall=3.36"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 48HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 62L: SP-13 (HOTEL) Inflow Area = 1.592 ac, 49.13% Impervious, Inflow Depth > 0.82" for 2-Year event Inflow = 1.28 cfs @ 12.19 hrs, Volume= 0.109 af Primary = 1.28 cfs @ 12.19 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 62L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.592 ac 1.28 cfs 1.28 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 49HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>4.53"Subcatchment 37S: DA-1 Tc=10.0 min CN=97 Runoff=0.06 cfs 0.005 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>3.07"Subcatchment 38S: DA-2 Tc=10.0 min CN=83 Runoff=2.49 cfs 0.193 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>1.50"Subcatchment 39S: DA-3 Tc=10.0 min CN=64 Runoff=0.23 cfs 0.018 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>0.92"Subcatchment 40S: DA-4 Tc=10.0 min CN=55 Runoff=0.51 cfs 0.048 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>1.80"Subcatchment 41S: DA-5 Tc=10.0 min CN=68 Runoff=0.27 cfs 0.021 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>2.27"Subcatchment 42S: DA-6 Tc=10.0 min CN=74 Runoff=0.35 cfs 0.027 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>2.88"Subcatchment 43S: DA-7 Tc=10.0 min CN=81 Runoff=0.36 cfs 0.028 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>3.46"Subcatchment 44S: DA-8 Tc=10.0 min CN=87 Runoff=0.42 cfs 0.033 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>3.26"Subcatchment 45S: DA-9 Tc=10.0 min CN=85 Runoff=2.21 cfs 0.173 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>3.97"Subcatchment 46S: DA-10 Tc=10.0 min CN=92 Runoff=3.73 cfs 0.306 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>3.16"Subcatchment 47S: DA-11 Tc=10.0 min CN=84 Runoff=0.44 cfs 0.034 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>0.70"Subcatchment 48S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.08 cfs 0.009 af Runoff Area=11,916 sf 100.00% Impervious Runoff Depth>4.65"Subcatchment 49S: ROOF - LEFT Tc=10.0 min CN=98 Runoff=1.19 cfs 0.106 af Runoff Area=69,366 sf 49.13% Impervious Runoff Depth>1.80"Subcatchment 64S: DA-13 Tc=10.0 min CN=68 Runoff=3.04 cfs 0.238 af Runoff Area=9,540 sf 100.00% Impervious Runoff Depth>4.65"Subcatchment 68S: ROOF - RIGHT Tc=10.0 min CN=98 Runoff=0.95 cfs 0.085 af Runoff Area=12,641 sf 73.66% Impervious Runoff Depth>2.97"Subcatchment 69S: POOL PATIO Tc=10.0 min CN=82 Runoff=0.93 cfs 0.072 af 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 50HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.48' Max Vel=4.37 fps Inflow=1.19 cfs 0.106 afReach 8R: Drain Pipe 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs Outflow=1.18 cfs 0.106 af Avg. Flow Depth=0.34' Max Vel=5.18 fps Inflow=0.93 cfs 0.072 afReach 70R: Drain Pipe 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs Outflow=0.93 cfs 0.072 af Avg. Flow Depth=0.41' Max Vel=4.26 fps Inflow=0.95 cfs 0.085 afReach 71R: Drain Pipe 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs Outflow=0.95 cfs 0.085 af Peak Elev=6.37' Storage=859 cf Inflow=1.18 cfs 0.106 afPond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Discarded=0.27 cfs 0.106 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.106 af Peak Elev=6.37' Storage=682 cf Inflow=0.95 cfs 0.085 afPond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Discarded=0.22 cfs 0.085 af Secondary=0.00 cfs 0.000 af Outflow=0.22 cfs 0.085 af Peak Elev=6.11' Storage=616 cf Inflow=0.93 cfs 0.072 afPond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Discarded=0.23 cfs 0.072 af Secondary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.072 af Inflow=0.06 cfs 0.005 afLink 50L: SP-1 (PAWKANNAWKUT ST) Primary=0.06 cfs 0.005 af Inflow=2.49 cfs 0.193 afLink 51L: SP-2 (EX. DRAINAGE) Primary=2.49 cfs 0.193 af Inflow=0.23 cfs 0.018 afLink 52L: SP-3 (BARKENTINE CIR) Primary=0.23 cfs 0.018 af Inflow=0.51 cfs 0.048 afLink 53L: SP-4 (SOUTH SHORE DR.) Primary=0.51 cfs 0.048 af Inflow=0.27 cfs 0.021 afLink 54L: SP-5 (SOUTH SHORE DR.) Primary=0.27 cfs 0.021 af Inflow=0.35 cfs 0.027 afLink 55L: SP-6 (SOUTH SHORE DR.) Primary=0.35 cfs 0.027 af Inflow=0.36 cfs 0.028 afLink 56L: SP-7 (EX. DRAINAGE.) Primary=0.36 cfs 0.028 af Inflow=0.42 cfs 0.033 afLink 57L: SP-8 (EX. DRAINAGE.) Primary=0.42 cfs 0.033 af Inflow=2.21 cfs 0.173 afLink 58L: SP-9 (EX. DRAINAGE.) Primary=2.21 cfs 0.173 af Inflow=3.73 cfs 0.306 afLink 59L: SP-10 (EX. DRAINAGE.) Primary=3.73 cfs 0.306 af Inflow=0.44 cfs 0.034 afLink 60L: SP-11 (KEARSARGE RD.) Primary=0.44 cfs 0.034 af 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 51HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.08 cfs 0.009 afLink 61L: SP-12 (SOUTH SHORE DR.) Primary=0.08 cfs 0.009 af Inflow=3.04 cfs 0.238 afLink 62L: SP-13 (HOTEL) Primary=3.04 cfs 0.238 af Total Runoff Area = 6.280 ac Runoff Volume = 1.397 af Average Runoff Depth = 2.67" 37.71% Pervious = 2.368 ac 62.29% Impervious = 3.912 ac 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 52HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: DA-1 Runoff = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af, Depth> 4.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=631 sf Runoff Volume=0.005 af Runoff Depth>4.53" Tc=10.0 min CN=97 0.06 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 53HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: DA-2 Runoff = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af, Depth> 3.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=32,882 sf Runoff Volume=0.193 af Runoff Depth>3.07" Tc=10.0 min CN=83 2.49 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 54HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: DA-3 Runoff = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 39S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,407 sf Runoff Volume=0.018 af Runoff Depth>1.50" Tc=10.0 min CN=64 0.23 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 55HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: DA-4 Runoff = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 40S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=27,317 sf Runoff Volume=0.048 af Runoff Depth>0.92" Tc=10.0 min CN=55 0.51 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 56HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: DA-5 Runoff = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 41S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,136 sf Runoff Volume=0.021 af Runoff Depth>1.80" Tc=10.0 min CN=68 0.27 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 57HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: DA-6 Runoff = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 42S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,123 sf Runoff Volume=0.027 af Runoff Depth>2.27" Tc=10.0 min CN=74 0.35 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 58HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: DA-7 Runoff = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af, Depth> 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 43S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=5,071 sf Runoff Volume=0.028 af Runoff Depth>2.88" Tc=10.0 min CN=81 0.36 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 59HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 44S: DA-8 Runoff = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af, Depth> 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 44S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=4,978 sf Runoff Volume=0.033 af Runoff Depth>3.46" Tc=10.0 min CN=87 0.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 60HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: DA-9 Runoff = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 45S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=27,725 sf Runoff Volume=0.173 af Runoff Depth>3.26" Tc=10.0 min CN=85 2.21 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 61HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: DA-10 Runoff = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 46S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=40,212 sf Runoff Volume=0.306 af Runoff Depth>3.97" Tc=10.0 min CN=92 3.73 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 62HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 47S: DA-11 Runoff = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af, Depth> 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 47S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=5,697 sf Runoff Volume=0.034 af Runoff Depth>3.16" Tc=10.0 min CN=84 0.44 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 63HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: DA-12 Runoff = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 48S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=6,895 sf Runoff Volume=0.009 af Runoff Depth>0.70" Tc=10.0 min UI Adjusted CN=51 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 64HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: ROOF - LEFT Runoff = 1.19 cfs @ 12.17 hrs, Volume= 0.106 af, Depth> 4.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 11,916 98 Roofs, HSG A 11,916 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 49S: ROOF - LEFT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=11,916 sf Runoff Volume=0.106 af Runoff Depth>4.65" Tc=10.0 min CN=98 1.19 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 65HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: DA-13 Runoff = 3.04 cfs @ 12.18 hrs, Volume= 0.238 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 21,778 98 Roofs, HSG A 11,803 98 Unconnected pavement, HSG A 35,285 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 69,366 68 Weighted Average 35,285 50.87% Pervious Area 34,081 49.13% Impervious Area 11,803 34.63% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=69,366 sf Runoff Volume=0.238 af Runoff Depth>1.80" Tc=10.0 min CN=68 3.04 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 66HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: ROOF - RIGHT Runoff = 0.95 cfs @ 12.17 hrs, Volume= 0.085 af, Depth> 4.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 9,540 98 Roofs, HSG A 9,540 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: ROOF - RIGHT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=9,540 sf Runoff Volume=0.085 af Runoff Depth>4.65" Tc=10.0 min CN=98 0.95 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 67HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 69S: POOL PATIO Runoff = 0.93 cfs @ 12.17 hrs, Volume= 0.072 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 10-Year Rainfall=4.89" Area (sf) CN Description 9,311 98 Unconnected pavement, HSG A 3,330 39 >75% Grass cover, Good, HSG A 12,641 82 Weighted Average 3,330 26.34% Pervious Area 9,311 73.66% Impervious Area 9,311 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 69S: POOL PATIO Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 10-Year Rainfall=4.89" Runoff Area=12,641 sf Runoff Volume=0.072 af Runoff Depth>2.97" Tc=10.0 min CN=82 0.93 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 68HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Drain Pipe Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 4.65" for 10-Year event Inflow = 1.19 cfs @ 12.17 hrs, Volume= 0.106 af Outflow = 1.18 cfs @ 12.19 hrs, Volume= 0.106 af, Atten= 1%, Lag= 1.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.37 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 1.8 min Peak Storage= 47 cf @ 12.18 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 0.60' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.35 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 175.0' Slope= 0.0074 '/' Inlet Invert= 8.10', Outlet Invert= 6.80' Reach 8R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.274 ac Avg. Flow Depth=0.48' Max Vel=4.37 fps 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs 1.19 cfs 1.18 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 69HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 70R: Drain Pipe Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 2.97" for 10-Year event Inflow = 0.93 cfs @ 12.17 hrs, Volume= 0.072 af Outflow = 0.93 cfs @ 12.18 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.18 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.89 fps, Avg. Travel Time= 0.7 min Peak Storage= 14 cf @ 12.18 hrs Average Depth at Peak Storage= 0.34' , Surface Width= 0.67' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.79 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 77.0' Slope= 0.0130 '/' Inlet Invert= 233.00', Outlet Invert= 232.00' Reach 70R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Avg. Flow Depth=0.34' Max Vel=5.18 fps 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs 0.93 cfs 0.93 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 70HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 71R: Drain Pipe Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 4.65" for 10-Year event Inflow = 0.95 cfs @ 12.17 hrs, Volume= 0.085 af Outflow = 0.95 cfs @ 12.19 hrs, Volume= 0.085 af, Atten= 0%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.26 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.56 fps, Avg. Travel Time= 1.6 min Peak Storage= 34 cf @ 12.18 hrs Average Depth at Peak Storage= 0.41' , Surface Width= 0.65' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.38 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 153.0' Slope= 0.0077 '/' Inlet Invert= 7.78', Outlet Invert= 6.60' Reach 71R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Avg. Flow Depth=0.41' Max Vel=4.26 fps 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs 0.95 cfs 0.95 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 71HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 4.64" for 10-Year event Inflow = 1.18 cfs @ 12.19 hrs, Volume= 0.106 af Outflow = 0.27 cfs @ 11.85 hrs, Volume= 0.106 af, Atten= 77%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.85 hrs, Volume= 0.106 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 6.37' @ 12.54 hrs Surf.Area= 664 sf Storage= 859 cf Plug-Flow detention time= 14.6 min calculated for 0.106 af (100% of inflow) Center-of-Mass det. time= 14.5 min ( 768.3 - 753.8 ) Volume Invert Avail.Storage Storage Description #1A 4.50'539 cf 14.75'W x 45.00'L x 3.21'H Field A 2,130 cf Overall - 783 cf Embedded = 1,346 cf x 40.0% Voids #2A 5.00'783 cf Cultec R-280HD x 18 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,322 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.85 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 72HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.274 ac Peak Elev=6.37' Storage=859 cf 1.18 cfs 0.27 cfs 0.27 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 73HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 4.64" for 10-Year event Inflow = 0.95 cfs @ 12.19 hrs, Volume= 0.085 af Outflow = 0.22 cfs @ 11.86 hrs, Volume= 0.085 af, Atten= 77%, Lag= 0.0 min Discarded = 0.22 cfs @ 11.86 hrs, Volume= 0.085 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 6.37' @ 12.53 hrs Surf.Area= 537 sf Storage= 682 cf Plug-Flow detention time= 14.2 min calculated for 0.085 af (100% of inflow) Center-of-Mass det. time= 14.1 min ( 767.8 - 753.7 ) Volume Invert Avail.Storage Storage Description #1A 4.50'447 cf 10.33'W x 52.00'L x 3.21'H Field A 1,724 cf Overall - 607 cf Embedded = 1,117 cf x 40.0% Voids #2A 5.00'607 cf Cultec R-280HD x 14 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 2 rows 1,054 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.22 cfs @ 11.86 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 74HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Peak Elev=6.37' Storage=682 cf 0.95 cfs 0.22 cfs 0.22 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 75HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 2.97" for 10-Year event Inflow = 0.93 cfs @ 12.18 hrs, Volume= 0.072 af Outflow = 0.23 cfs @ 11.92 hrs, Volume= 0.072 af, Atten= 75%, Lag= 0.0 min Discarded = 0.23 cfs @ 11.92 hrs, Volume= 0.072 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 6.11' @ 12.53 hrs Surf.Area= 561 sf Storage= 616 cf Plug-Flow detention time= 14.3 min calculated for 0.072 af (100% of inflow) Center-of-Mass det. time= 14.2 min ( 842.7 - 828.6 ) Volume Invert Avail.Storage Storage Description #1A 4.50'457 cf 14.75'W x 38.00'L x 3.21'H Field A 1,798 cf Overall - 656 cf Embedded = 1,143 cf x 40.0% Voids #2A 5.00'656 cf Cultec R-280HD x 15 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,113 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.23 cfs @ 11.92 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 76HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Peak Elev=6.11' Storage=616 cf 0.93 cfs 0.23 cfs 0.23 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 77HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 4.53" for 10-Year event Inflow = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af Primary = 0.06 cfs @ 12.17 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.06 cfs 0.06 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 78HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 51L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 3.07" for 10-Year event Inflow = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af Primary = 2.49 cfs @ 12.17 hrs, Volume= 0.193 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 51L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.755 ac 2.49 cfs 2.49 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 79HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 52L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 1.50" for 10-Year event Inflow = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af Primary = 0.23 cfs @ 12.18 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 52L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.147 ac 0.23 cfs 0.23 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 80HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 0.92" for 10-Year event Inflow = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af Primary = 0.51 cfs @ 12.19 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.627 ac 0.51 cfs 0.51 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 81HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 1.80" for 10-Year event Inflow = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af Primary = 0.27 cfs @ 12.18 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.27 cfs 0.27 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 82HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 2.27" for 10-Year event Inflow = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af Primary = 0.35 cfs @ 12.18 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.35 cfs 0.35 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 83HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 56L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 2.88" for 10-Year event Inflow = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af Primary = 0.36 cfs @ 12.17 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 56L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.116 ac 0.36 cfs 0.36 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 84HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 57L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 3.46" for 10-Year event Inflow = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af Primary = 0.42 cfs @ 12.17 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 57L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.114 ac 0.42 cfs 0.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 85HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 58L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 3.26" for 10-Year event Inflow = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af Primary = 2.21 cfs @ 12.17 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 58L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.636 ac 2.21 cfs 2.21 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 86HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 59L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af Primary = 3.73 cfs @ 12.17 hrs, Volume= 0.306 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 59L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.923 ac 3.73 cfs 3.73 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 87HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 60L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 3.16" for 10-Year event Inflow = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af Primary = 0.44 cfs @ 12.17 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 60L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.131 ac 0.44 cfs 0.44 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 88HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 0.70" for 10-Year event Inflow = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af Primary = 0.08 cfs @ 12.20 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.158 ac 0.08 cfs 0.08 cfs 28 South Shore Drive (Post) NRCC 24-hr C 10-Year Rainfall=4.89"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 89HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 62L: SP-13 (HOTEL) Inflow Area = 1.592 ac, 49.13% Impervious, Inflow Depth > 1.80" for 10-Year event Inflow = 3.04 cfs @ 12.18 hrs, Volume= 0.238 af Primary = 3.04 cfs @ 12.18 hrs, Volume= 0.238 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 62L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.592 ac 3.04 cfs 3.04 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 90HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>5.48"Subcatchment 37S: DA-1 Tc=10.0 min CN=97 Runoff=0.07 cfs 0.007 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>3.94"Subcatchment 38S: DA-2 Tc=10.0 min CN=83 Runoff=3.17 cfs 0.248 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>2.15"Subcatchment 39S: DA-3 Tc=10.0 min CN=64 Runoff=0.34 cfs 0.026 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>1.43"Subcatchment 40S: DA-4 Tc=10.0 min CN=55 Runoff=0.88 cfs 0.075 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>2.50"Subcatchment 41S: DA-5 Tc=10.0 min CN=68 Runoff=0.38 cfs 0.029 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>3.05"Subcatchment 42S: DA-6 Tc=10.0 min CN=74 Runoff=0.46 cfs 0.036 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>3.74"Subcatchment 43S: DA-7 Tc=10.0 min CN=81 Runoff=0.47 cfs 0.036 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>4.36"Subcatchment 44S: DA-8 Tc=10.0 min CN=87 Runoff=0.52 cfs 0.042 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>4.15"Subcatchment 45S: DA-9 Tc=10.0 min CN=85 Runoff=2.79 cfs 0.220 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>4.91"Subcatchment 46S: DA-10 Tc=10.0 min CN=92 Runoff=4.55 cfs 0.378 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>4.05"Subcatchment 47S: DA-11 Tc=10.0 min CN=84 Runoff=0.56 cfs 0.044 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>1.14"Subcatchment 48S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.16 cfs 0.015 af Runoff Area=11,916 sf 100.00% Impervious Runoff Depth>5.60"Subcatchment 49S: ROOF - LEFT Tc=10.0 min CN=98 Runoff=1.42 cfs 0.128 af Runoff Area=69,366 sf 49.13% Impervious Runoff Depth>2.50"Subcatchment 64S: DA-13 Tc=10.0 min CN=68 Runoff=4.29 cfs 0.332 af Runoff Area=9,540 sf 100.00% Impervious Runoff Depth>5.60"Subcatchment 68S: ROOF - RIGHT Tc=10.0 min CN=98 Runoff=1.14 cfs 0.102 af Runoff Area=12,641 sf 73.66% Impervious Runoff Depth>3.84"Subcatchment 69S: POOL PATIO Tc=10.0 min CN=82 Runoff=1.19 cfs 0.093 af 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 91HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.58' Max Vel=4.42 fps Inflow=1.42 cfs 0.128 afReach 8R: Drain Pipe 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs Outflow=1.41 cfs 0.128 af Avg. Flow Depth=0.40' Max Vel=5.49 fps Inflow=1.19 cfs 0.093 afReach 70R: Drain Pipe 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs Outflow=1.19 cfs 0.093 af Avg. Flow Depth=0.46' Max Vel=4.41 fps Inflow=1.14 cfs 0.102 afReach 71R: Drain Pipe 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs Outflow=1.13 cfs 0.102 af Peak Elev=7.18' Storage=1,180 cf Inflow=1.41 cfs 0.128 afPond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Discarded=0.27 cfs 0.128 af Secondary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.128 af Peak Elev=7.17' Storage=937 cf Inflow=1.13 cfs 0.102 afPond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Discarded=0.22 cfs 0.102 af Secondary=0.00 cfs 0.000 af Outflow=0.22 cfs 0.102 af Peak Elev=7.03' Storage=957 cf Inflow=1.19 cfs 0.093 afPond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Discarded=0.23 cfs 0.093 af Secondary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.093 af Inflow=0.07 cfs 0.007 afLink 50L: SP-1 (PAWKANNAWKUT ST) Primary=0.07 cfs 0.007 af Inflow=3.17 cfs 0.248 afLink 51L: SP-2 (EX. DRAINAGE) Primary=3.17 cfs 0.248 af Inflow=0.34 cfs 0.026 afLink 52L: SP-3 (BARKENTINE CIR) Primary=0.34 cfs 0.026 af Inflow=0.88 cfs 0.075 afLink 53L: SP-4 (SOUTH SHORE DR.) Primary=0.88 cfs 0.075 af Inflow=0.38 cfs 0.029 afLink 54L: SP-5 (SOUTH SHORE DR.) Primary=0.38 cfs 0.029 af Inflow=0.46 cfs 0.036 afLink 55L: SP-6 (SOUTH SHORE DR.) Primary=0.46 cfs 0.036 af Inflow=0.47 cfs 0.036 afLink 56L: SP-7 (EX. DRAINAGE.) Primary=0.47 cfs 0.036 af Inflow=0.52 cfs 0.042 afLink 57L: SP-8 (EX. DRAINAGE.) Primary=0.52 cfs 0.042 af Inflow=2.79 cfs 0.220 afLink 58L: SP-9 (EX. DRAINAGE.) Primary=2.79 cfs 0.220 af Inflow=4.55 cfs 0.378 afLink 59L: SP-10 (EX. DRAINAGE.) Primary=4.55 cfs 0.378 af Inflow=0.56 cfs 0.044 afLink 60L: SP-11 (KEARSARGE RD.) Primary=0.56 cfs 0.044 af 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 92HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.16 cfs 0.015 afLink 61L: SP-12 (SOUTH SHORE DR.) Primary=0.16 cfs 0.015 af Inflow=4.29 cfs 0.332 afLink 62L: SP-13 (HOTEL) Primary=4.29 cfs 0.332 af Total Runoff Area = 6.280 ac Runoff Volume = 1.810 af Average Runoff Depth = 3.46" 37.71% Pervious = 2.368 ac 62.29% Impervious = 3.912 ac 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 93HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: DA-1 Runoff = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af, Depth> 5.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=631 sf Runoff Volume=0.007 af Runoff Depth>5.48" Tc=10.0 min CN=97 0.07 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 94HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: DA-2 Runoff = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af, Depth> 3.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=32,882 sf Runoff Volume=0.248 af Runoff Depth>3.94" Tc=10.0 min CN=83 3.17 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 95HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: DA-3 Runoff = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 39S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,407 sf Runoff Volume=0.026 af Runoff Depth>2.15" Tc=10.0 min CN=64 0.34 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 96HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: DA-4 Runoff = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 40S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=27,317 sf Runoff Volume=0.075 af Runoff Depth>1.43" Tc=10.0 min CN=55 0.88 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 97HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: DA-5 Runoff = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af, Depth> 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 41S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,136 sf Runoff Volume=0.029 af Runoff Depth>2.50" Tc=10.0 min CN=68 0.38 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 98HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: DA-6 Runoff = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af, Depth> 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 42S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,123 sf Runoff Volume=0.036 af Runoff Depth>3.05" Tc=10.0 min CN=74 0.46 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 99HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: DA-7 Runoff = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af, Depth> 3.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 43S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=5,071 sf Runoff Volume=0.036 af Runoff Depth>3.74" Tc=10.0 min CN=81 0.47 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 100HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 44S: DA-8 Runoff = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af, Depth> 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 44S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=4,978 sf Runoff Volume=0.042 af Runoff Depth>4.36" Tc=10.0 min CN=87 0.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 101HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: DA-9 Runoff = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af, Depth> 4.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 45S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=27,725 sf Runoff Volume=0.220 af Runoff Depth>4.15" Tc=10.0 min CN=85 2.79 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 102HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: DA-10 Runoff = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af, Depth> 4.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 46S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=40,212 sf Runoff Volume=0.378 af Runoff Depth>4.91" Tc=10.0 min CN=92 4.55 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 103HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 47S: DA-11 Runoff = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af, Depth> 4.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 47S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=5,697 sf Runoff Volume=0.044 af Runoff Depth>4.05" Tc=10.0 min CN=84 0.56 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 104HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: DA-12 Runoff = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af, Depth> 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 48S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=6,895 sf Runoff Volume=0.015 af Runoff Depth>1.14" Tc=10.0 min UI Adjusted CN=51 0.16 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 105HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: ROOF - LEFT Runoff = 1.42 cfs @ 12.17 hrs, Volume= 0.128 af, Depth> 5.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 11,916 98 Roofs, HSG A 11,916 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 49S: ROOF - LEFT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=11,916 sf Runoff Volume=0.128 af Runoff Depth>5.60" Tc=10.0 min CN=98 1.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 106HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: DA-13 Runoff = 4.29 cfs @ 12.18 hrs, Volume= 0.332 af, Depth> 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 21,778 98 Roofs, HSG A 11,803 98 Unconnected pavement, HSG A 35,285 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 69,366 68 Weighted Average 35,285 50.87% Pervious Area 34,081 49.13% Impervious Area 11,803 34.63% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=69,366 sf Runoff Volume=0.332 af Runoff Depth>2.50" Tc=10.0 min CN=68 4.29 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 107HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: ROOF - RIGHT Runoff = 1.14 cfs @ 12.17 hrs, Volume= 0.102 af, Depth> 5.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 9,540 98 Roofs, HSG A 9,540 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: ROOF - RIGHT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=9,540 sf Runoff Volume=0.102 af Runoff Depth>5.60" Tc=10.0 min CN=98 1.14 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 108HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 69S: POOL PATIO Runoff = 1.19 cfs @ 12.17 hrs, Volume= 0.093 af, Depth> 3.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 25-Year Rainfall=5.85" Area (sf) CN Description 9,311 98 Unconnected pavement, HSG A 3,330 39 >75% Grass cover, Good, HSG A 12,641 82 Weighted Average 3,330 26.34% Pervious Area 9,311 73.66% Impervious Area 9,311 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 69S: POOL PATIO Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 25-Year Rainfall=5.85" Runoff Area=12,641 sf Runoff Volume=0.093 af Runoff Depth>3.84" Tc=10.0 min CN=82 1.19 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 109HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Drain Pipe Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 5.60" for 25-Year event Inflow = 1.42 cfs @ 12.17 hrs, Volume= 0.128 af Outflow = 1.41 cfs @ 12.19 hrs, Volume= 0.128 af, Atten= 1%, Lag= 1.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.42 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.73 fps, Avg. Travel Time= 1.7 min Peak Storage= 56 cf @ 12.18 hrs Average Depth at Peak Storage= 0.58' , Surface Width= 0.46' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.35 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 175.0' Slope= 0.0074 '/' Inlet Invert= 8.10', Outlet Invert= 6.80' Reach 8R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.274 ac Avg. Flow Depth=0.58' Max Vel=4.42 fps 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs 1.42 cfs 1.41 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 110HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 70R: Drain Pipe Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 3.84" for 25-Year event Inflow = 1.19 cfs @ 12.17 hrs, Volume= 0.093 af Outflow = 1.19 cfs @ 12.18 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.49 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.00 fps, Avg. Travel Time= 0.6 min Peak Storage= 17 cf @ 12.18 hrs Average Depth at Peak Storage= 0.40' , Surface Width= 0.65' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.79 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 77.0' Slope= 0.0130 '/' Inlet Invert= 233.00', Outlet Invert= 232.00' Reach 70R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Avg. Flow Depth=0.40' Max Vel=5.49 fps 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs 1.19 cfs 1.19 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 111HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 71R: Drain Pipe Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 5.60" for 25-Year event Inflow = 1.14 cfs @ 12.17 hrs, Volume= 0.102 af Outflow = 1.13 cfs @ 12.19 hrs, Volume= 0.102 af, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.41 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 1.5 min Peak Storage= 39 cf @ 12.18 hrs Average Depth at Peak Storage= 0.46' , Surface Width= 0.62' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.38 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 153.0' Slope= 0.0077 '/' Inlet Invert= 7.78', Outlet Invert= 6.60' Reach 71R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Avg. Flow Depth=0.46' Max Vel=4.41 fps 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs 1.14 cfs 1.13 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 112HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 5.60" for 25-Year event Inflow = 1.41 cfs @ 12.19 hrs, Volume= 0.128 af Outflow = 0.27 cfs @ 11.76 hrs, Volume= 0.128 af, Atten= 81%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.76 hrs, Volume= 0.128 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 7.18' @ 12.63 hrs Surf.Area= 664 sf Storage= 1,180 cf Plug-Flow detention time= 21.4 min calculated for 0.128 af (100% of inflow) Center-of-Mass det. time= 21.3 min ( 772.0 - 750.7 ) Volume Invert Avail.Storage Storage Description #1A 4.50'539 cf 14.75'W x 45.00'L x 3.21'H Field A 2,130 cf Overall - 783 cf Embedded = 1,346 cf x 40.0% Voids #2A 5.00'783 cf Cultec R-280HD x 18 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,322 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.76 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 113HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.274 ac Peak Elev=7.18' Storage=1,180 cf 1.41 cfs 0.27 cfs 0.27 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 114HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 5.60" for 25-Year event Inflow = 1.13 cfs @ 12.19 hrs, Volume= 0.102 af Outflow = 0.22 cfs @ 11.77 hrs, Volume= 0.102 af, Atten= 81%, Lag= 0.0 min Discarded = 0.22 cfs @ 11.77 hrs, Volume= 0.102 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 7.17' @ 12.62 hrs Surf.Area= 537 sf Storage= 937 cf Plug-Flow detention time= 20.9 min calculated for 0.102 af (100% of inflow) Center-of-Mass det. time= 20.8 min ( 771.4 - 750.5 ) Volume Invert Avail.Storage Storage Description #1A 4.50'447 cf 10.33'W x 52.00'L x 3.21'H Field A 1,724 cf Overall - 607 cf Embedded = 1,117 cf x 40.0% Voids #2A 5.00'607 cf Cultec R-280HD x 14 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 2 rows 1,054 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.22 cfs @ 11.77 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 115HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Peak Elev=7.17' Storage=937 cf 1.13 cfs 0.22 cfs 0.22 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 116HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 3.84" for 25-Year event Inflow = 1.19 cfs @ 12.18 hrs, Volume= 0.093 af Outflow = 0.23 cfs @ 11.84 hrs, Volume= 0.093 af, Atten= 81%, Lag= 0.0 min Discarded = 0.23 cfs @ 11.84 hrs, Volume= 0.093 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 7.03' @ 12.64 hrs Surf.Area= 561 sf Storage= 957 cf Plug-Flow detention time= 24.2 min calculated for 0.093 af (100% of inflow) Center-of-Mass det. time= 24.1 min ( 844.6 - 820.5 ) Volume Invert Avail.Storage Storage Description #1A 4.50'457 cf 14.75'W x 38.00'L x 3.21'H Field A 1,798 cf Overall - 656 cf Embedded = 1,143 cf x 40.0% Voids #2A 5.00'656 cf Cultec R-280HD x 15 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,113 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.23 cfs @ 11.84 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 117HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Peak Elev=7.03' Storage=957 cf 1.19 cfs 0.23 cfs 0.23 cfs 0.00 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 118HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 5.48" for 25-Year event Inflow = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af Primary = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.07 cfs 0.07 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 119HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 51L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 3.94" for 25-Year event Inflow = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af Primary = 3.17 cfs @ 12.17 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 51L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.755 ac 3.17 cfs 3.17 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 120HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 52L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 2.15" for 25-Year event Inflow = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af Primary = 0.34 cfs @ 12.18 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 52L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.147 ac 0.34 cfs 0.34 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 121HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 1.43" for 25-Year event Inflow = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af Primary = 0.88 cfs @ 12.19 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.627 ac 0.88 cfs 0.88 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 122HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 2.50" for 25-Year event Inflow = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af Primary = 0.38 cfs @ 12.18 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.141 ac 0.38 cfs 0.38 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 123HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 3.05" for 25-Year event Inflow = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af Primary = 0.46 cfs @ 12.18 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.46 cfs 0.46 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 124HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 56L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 3.74" for 25-Year event Inflow = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af Primary = 0.47 cfs @ 12.17 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 56L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.116 ac 0.47 cfs 0.47 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 125HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 57L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 4.36" for 25-Year event Inflow = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af Primary = 0.52 cfs @ 12.17 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 57L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac 0.52 cfs 0.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 126HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 58L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 4.15" for 25-Year event Inflow = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af Primary = 2.79 cfs @ 12.17 hrs, Volume= 0.220 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 58L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.636 ac 2.79 cfs 2.79 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 127HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 59L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 4.91" for 25-Year event Inflow = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af Primary = 4.55 cfs @ 12.17 hrs, Volume= 0.378 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 59L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.923 ac 4.55 cfs 4.55 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 128HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 60L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 4.05" for 25-Year event Inflow = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af Primary = 0.56 cfs @ 12.17 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 60L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.131 ac 0.56 cfs 0.56 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 129HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 1.14" for 25-Year event Inflow = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af Primary = 0.16 cfs @ 12.19 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.158 ac 0.16 cfs 0.16 cfs 28 South Shore Drive (Post) NRCC 24-hr C 25-Year Rainfall=5.85"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 130HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 62L: SP-13 (HOTEL) Inflow Area = 1.592 ac, 49.13% Impervious, Inflow Depth > 2.50" for 25-Year event Inflow = 4.29 cfs @ 12.18 hrs, Volume= 0.332 af Primary = 4.29 cfs @ 12.18 hrs, Volume= 0.332 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 62L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.592 ac 4.29 cfs 4.29 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 131HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=631 sf 51.98% Impervious Runoff Depth>6.95"Subcatchment 37S: DA-1 Tc=10.0 min CN=97 Runoff=0.09 cfs 0.008 af Runoff Area=32,882 sf 72.82% Impervious Runoff Depth>5.32"Subcatchment 38S: DA-2 Tc=10.0 min CN=83 Runoff=4.21 cfs 0.335 af Runoff Area=6,407 sf 4.37% Impervious Runoff Depth>3.24"Subcatchment 39S: DA-3 Tc=10.0 min CN=64 Runoff=0.51 cfs 0.040 af Runoff Area=27,317 sf 11.75% Impervious Runoff Depth>2.32"Subcatchment 40S: DA-4 Tc=10.0 min CN=55 Runoff=1.52 cfs 0.121 af Runoff Area=6,136 sf 45.42% Impervious Runoff Depth>3.66"Subcatchment 41S: DA-5 Tc=10.0 min CN=68 Runoff=0.56 cfs 0.043 af Runoff Area=6,123 sf 58.37% Impervious Runoff Depth>4.31"Subcatchment 42S: DA-6 Tc=10.0 min CN=74 Runoff=0.65 cfs 0.051 af Runoff Area=5,071 sf 68.49% Impervious Runoff Depth>5.09"Subcatchment 43S: DA-7 Tc=10.0 min CN=81 Runoff=0.63 cfs 0.049 af Runoff Area=4,978 sf 81.42% Impervious Runoff Depth>5.78"Subcatchment 44S: DA-8 Tc=10.0 min CN=87 Runoff=0.68 cfs 0.055 af Runoff Area=27,725 sf 76.91% Impervious Runoff Depth>5.55"Subcatchment 45S: DA-9 Tc=10.0 min CN=85 Runoff=3.67 cfs 0.294 af Runoff Area=40,212 sf 90.07% Impervious Runoff Depth>6.36"Subcatchment 46S: DA-10 Tc=10.0 min CN=92 Runoff=5.80 cfs 0.489 af Runoff Area=5,697 sf 76.36% Impervious Runoff Depth>5.43"Subcatchment 47S: DA-11 Tc=10.0 min CN=84 Runoff=0.74 cfs 0.059 af Runoff Area=6,895 sf 29.14% Impervious Runoff Depth>1.93"Subcatchment 48S: DA-12 Tc=10.0 min UI Adjusted CN=51 Runoff=0.31 cfs 0.026 af Runoff Area=11,916 sf 100.00% Impervious Runoff Depth>7.07"Subcatchment 49S: ROOF - LEFT Tc=10.0 min CN=98 Runoff=1.78 cfs 0.161 af Runoff Area=69,366 sf 49.13% Impervious Runoff Depth>3.66"Subcatchment 64S: DA-13 Tc=10.0 min CN=68 Runoff=6.32 cfs 0.486 af Runoff Area=9,540 sf 100.00% Impervious Runoff Depth>7.07"Subcatchment 68S: ROOF - RIGHT Tc=10.0 min CN=98 Runoff=1.43 cfs 0.129 af Runoff Area=12,641 sf 73.66% Impervious Runoff Depth>5.21"Subcatchment 69S: POOL PATIO Tc=10.0 min CN=82 Runoff=1.59 cfs 0.126 af 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 132HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.67' Max Vel=4.42 fps Inflow=1.78 cfs 0.161 afReach 8R: Drain Pipe 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs Outflow=1.45 cfs 0.161 af Avg. Flow Depth=0.49' Max Vel=5.79 fps Inflow=1.59 cfs 0.126 afReach 70R: Drain Pipe 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs Outflow=1.59 cfs 0.126 af Avg. Flow Depth=0.57' Max Vel=4.51 fps Inflow=1.43 cfs 0.129 afReach 71R: Drain Pipe 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs Outflow=1.42 cfs 0.129 af Peak Elev=8.76' Storage=1,322 cf Inflow=1.45 cfs 0.161 afPond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Discarded=0.27 cfs 0.152 af Secondary=2.11 cfs 0.009 af Outflow=2.39 cfs 0.161 af Peak Elev=8.22' Storage=1,054 cf Inflow=1.42 cfs 0.129 afPond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Discarded=0.22 cfs 0.122 af Secondary=0.79 cfs 0.007 af Outflow=1.01 cfs 0.129 af Peak Elev=8.27' Storage=1,113 cf Inflow=1.59 cfs 0.126 afPond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Discarded=0.23 cfs 0.116 af Secondary=1.03 cfs 0.010 af Outflow=1.26 cfs 0.126 af Inflow=0.09 cfs 0.008 afLink 50L: SP-1 (PAWKANNAWKUT ST) Primary=0.09 cfs 0.008 af Inflow=4.21 cfs 0.335 afLink 51L: SP-2 (EX. DRAINAGE) Primary=4.21 cfs 0.335 af Inflow=0.51 cfs 0.040 afLink 52L: SP-3 (BARKENTINE CIR) Primary=0.51 cfs 0.040 af Inflow=1.52 cfs 0.121 afLink 53L: SP-4 (SOUTH SHORE DR.) Primary=1.52 cfs 0.121 af Inflow=0.56 cfs 0.043 afLink 54L: SP-5 (SOUTH SHORE DR.) Primary=0.56 cfs 0.043 af Inflow=0.65 cfs 0.051 afLink 55L: SP-6 (SOUTH SHORE DR.) Primary=0.65 cfs 0.051 af Inflow=0.63 cfs 0.049 afLink 56L: SP-7 (EX. DRAINAGE.) Primary=0.63 cfs 0.049 af Inflow=0.68 cfs 0.055 afLink 57L: SP-8 (EX. DRAINAGE.) Primary=0.68 cfs 0.055 af Inflow=3.67 cfs 0.294 afLink 58L: SP-9 (EX. DRAINAGE.) Primary=3.67 cfs 0.294 af Inflow=5.80 cfs 0.489 afLink 59L: SP-10 (EX. DRAINAGE.) Primary=5.80 cfs 0.489 af Inflow=0.74 cfs 0.059 afLink 60L: SP-11 (KEARSARGE RD.) Primary=0.74 cfs 0.059 af 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 133HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Inflow=0.31 cfs 0.026 afLink 61L: SP-12 (SOUTH SHORE DR.) Primary=0.31 cfs 0.026 af Inflow=6.32 cfs 0.513 afLink 62L: SP-13 (HOTEL) Primary=6.32 cfs 0.513 af Total Runoff Area = 6.280 ac Runoff Volume = 2.472 af Average Runoff Depth = 4.72" 37.71% Pervious = 2.368 ac 62.29% Impervious = 3.912 ac 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 134HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 37S: DA-1 Runoff = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af, Depth> 6.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 118 98 Roofs, HSG A 210 98 Unconnected pavement, HSG A 303 96 Gravel surface, HSG A 631 97 Weighted Average 303 48.02% Pervious Area 328 51.98% Impervious Area 210 64.02% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=631 sf Runoff Volume=0.008 af Runoff Depth>6.95" Tc=10.0 min CN=97 0.09 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 135HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: DA-2 Runoff = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af, Depth> 5.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 2,540 98 Roofs, HSG A 21,405 98 Unconnected pavement, HSG A * 320 96 PATIO, HSG A 8,617 39 >75% Grass cover, Good, HSG A 32,882 83 Weighted Average 8,937 27.18% Pervious Area 23,945 72.82% Impervious Area 21,405 89.39% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=32,882 sf Runoff Volume=0.335 af Runoff Depth>5.32" Tc=10.0 min CN=83 4.21 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 136HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: DA-3 Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af, Depth> 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 86 98 Roofs, HSG A 194 98 Unconnected pavement, HSG A * 2,561 96 TENNIS, HSG A 3,566 39 >75% Grass cover, Good, HSG A 6,407 64 Weighted Average 6,127 95.63% Pervious Area 280 4.37% Impervious Area 194 69.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 39S: DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,407 sf Runoff Volume=0.040 af Runoff Depth>3.24" Tc=10.0 min CN=64 0.51 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 137HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: DA-4 Runoff = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af, Depth> 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,931 98 Roofs, HSG A 1,050 98 Unconnected pavement, HSG A * 4,566 96 TENNIS, HSG A 19,540 39 >75% Grass cover, Good, HSG A * 230 98 PATIO, HSG A 27,317 55 Weighted Average 24,106 88.25% Pervious Area 3,211 11.75% Impervious Area 1,050 32.70% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 40S: DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=27,317 sf Runoff Volume=0.121 af Runoff Depth>2.32" Tc=10.0 min CN=55 1.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 138HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 41S: DA-5 Runoff = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,136 98 Roofs, HSG A 1,651 98 Unconnected pavement, HSG A * 289 96 PATIO, HSG A 3,060 39 >75% Grass cover, Good, HSG A 6,136 68 Weighted Average 3,349 54.58% Pervious Area 2,787 45.42% Impervious Area 1,651 59.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 41S: DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,136 sf Runoff Volume=0.043 af Runoff Depth>3.66" Tc=10.0 min CN=68 0.56 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 139HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: DA-6 Runoff = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af, Depth> 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 868 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A *97 96 PATIO, HSG A 2,452 39 >75% Grass cover, Good, HSG A 6,123 74 Weighted Average 2,549 41.63% Pervious Area 3,574 58.37% Impervious Area 2,706 75.71% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 42S: DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,123 sf Runoff Volume=0.051 af Runoff Depth>4.31" Tc=10.0 min CN=74 0.65 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 140HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 43S: DA-7 Runoff = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af, Depth> 5.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 767 98 Roofs, HSG A 2,706 98 Unconnected pavement, HSG A * 114 96 PATIO, HSG A 1,484 39 >75% Grass cover, Good, HSG A 5,071 81 Weighted Average 1,598 31.51% Pervious Area 3,473 68.49% Impervious Area 2,706 77.92% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 43S: DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=5,071 sf Runoff Volume=0.049 af Runoff Depth>5.09" Tc=10.0 min CN=81 0.63 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 141HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 44S: DA-8 Runoff = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af, Depth> 5.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 405 98 Roofs, HSG A 3,648 98 Unconnected pavement, HSG A *12 96 PATIO, HSG A 913 39 >75% Grass cover, Good, HSG A 4,978 87 Weighted Average 925 18.58% Pervious Area 4,053 81.42% Impervious Area 3,648 90.01% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 44S: DA-8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=4,978 sf Runoff Volume=0.055 af Runoff Depth>5.78" Tc=10.0 min CN=87 0.68 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 142HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 45S: DA-9 Runoff = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af, Depth> 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 5,259 98 Roofs, HSG A 16,063 98 Unconnected pavement, HSG A * 230 96 PATIO, HSG A 6,173 39 >75% Grass cover, Good, HSG A 27,725 85 Weighted Average 6,403 23.09% Pervious Area 21,322 76.91% Impervious Area 16,063 75.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 45S: DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=27,725 sf Runoff Volume=0.294 af Runoff Depth>5.55" Tc=10.0 min CN=85 3.67 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 143HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 46S: DA-10 Runoff = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af, Depth> 6.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 6,395 98 Roofs, HSG A 29,822 98 Unconnected pavement, HSG A * 234 96 PATIO, HSG A 3,761 39 >75% Grass cover, Good, HSG A 40,212 92 Weighted Average 3,995 9.93% Pervious Area 36,217 90.07% Impervious Area 29,822 82.34% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 46S: DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=40,212 sf Runoff Volume=0.489 af Runoff Depth>6.36" Tc=10.0 min CN=92 5.80 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 144HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 47S: DA-11 Runoff = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af, Depth> 5.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 1,839 98 Roofs, HSG A 2,511 98 Unconnected pavement, HSG A 1,347 39 >75% Grass cover, Good, HSG A 5,697 84 Weighted Average 1,347 23.64% Pervious Area 4,350 76.36% Impervious Area 2,511 57.72% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 47S: DA-11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=5,697 sf Runoff Volume=0.059 af Runoff Depth>5.43" Tc=10.0 min CN=84 0.74 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 145HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 48S: DA-12 Runoff = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Adj Description 885 98 Roofs, HSG A 1,124 98 Unconnected pavement, HSG A 4,886 39 >75% Grass cover, Good, HSG A 6,895 56 51 Weighted Average, UI Adjusted 4,886 70.86% Pervious Area 2,009 29.14% Impervious Area 1,124 55.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 48S: DA-12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=6,895 sf Runoff Volume=0.026 af Runoff Depth>1.93" Tc=10.0 min UI Adjusted CN=51 0.31 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 146HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 49S: ROOF - LEFT Runoff = 1.78 cfs @ 12.17 hrs, Volume= 0.161 af, Depth> 7.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 11,916 98 Roofs, HSG A 11,916 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 49S: ROOF - LEFT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=11,916 sf Runoff Volume=0.161 af Runoff Depth>7.07" Tc=10.0 min CN=98 1.78 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 147HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: DA-13 Runoff = 6.32 cfs @ 12.18 hrs, Volume= 0.486 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 21,778 98 Roofs, HSG A 11,803 98 Unconnected pavement, HSG A 35,285 39 >75% Grass cover, Good, HSG A * 500 98 DECK, HSG A 69,366 68 Weighted Average 35,285 50.87% Pervious Area 34,081 49.13% Impervious Area 11,803 34.63% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=69,366 sf Runoff Volume=0.486 af Runoff Depth>3.66" Tc=10.0 min CN=68 6.32 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 148HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: ROOF - RIGHT Runoff = 1.43 cfs @ 12.17 hrs, Volume= 0.129 af, Depth> 7.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 9,540 98 Roofs, HSG A 9,540 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: ROOF - RIGHT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=9,540 sf Runoff Volume=0.129 af Runoff Depth>7.07" Tc=10.0 min CN=98 1.43 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 149HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 69S: POOL PATIO Runoff = 1.59 cfs @ 12.17 hrs, Volume= 0.126 af, Depth> 5.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs NRCC 24-hr C 100-Year Rainfall=7.32" Area (sf) CN Description 9,311 98 Unconnected pavement, HSG A 3,330 39 >75% Grass cover, Good, HSG A 12,641 82 Weighted Average 3,330 26.34% Pervious Area 9,311 73.66% Impervious Area 9,311 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 69S: POOL PATIO Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 NRCC 24-hr C 100-Year Rainfall=7.32" Runoff Area=12,641 sf Runoff Volume=0.126 af Runoff Depth>5.21" Tc=10.0 min CN=82 1.59 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 150HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Drain Pipe Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 7.07" for 100-Year event Inflow = 1.78 cfs @ 12.17 hrs, Volume= 0.161 af Outflow = 1.45 cfs @ 12.13 hrs, Volume= 0.161 af, Atten= 19%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.42 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 1.6 min Peak Storage= 61 cf @ 12.13 hrs Average Depth at Peak Storage= 0.67' , Surface Width= 0.00' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.35 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 175.0' Slope= 0.0074 '/' Inlet Invert= 8.10', Outlet Invert= 6.80' Reach 8R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.274 ac Avg. Flow Depth=0.67' Max Vel=4.42 fps 8.0" Round Pipe n=0.010 L=175.0' S=0.0074 '/' Capacity=1.35 cfs 1.78 cfs 1.45 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 151HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 70R: Drain Pipe Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 5.21" for 100-Year event Inflow = 1.59 cfs @ 12.17 hrs, Volume= 0.126 af Outflow = 1.59 cfs @ 12.18 hrs, Volume= 0.126 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.79 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.15 fps, Avg. Travel Time= 0.6 min Peak Storage= 21 cf @ 12.18 hrs Average Depth at Peak Storage= 0.49' , Surface Width= 0.59' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.79 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 77.0' Slope= 0.0130 '/' Inlet Invert= 233.00', Outlet Invert= 232.00' Reach 70R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Avg. Flow Depth=0.49' Max Vel=5.79 fps 8.0" Round Pipe n=0.010 L=77.0' S=0.0130 '/' Capacity=1.79 cfs 1.59 cfs 1.59 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 152HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Reach 71R: Drain Pipe Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 7.07" for 100-Year event Inflow = 1.43 cfs @ 12.17 hrs, Volume= 0.129 af Outflow = 1.42 cfs @ 12.19 hrs, Volume= 0.129 af, Atten= 1%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.51 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.76 fps, Avg. Travel Time= 1.4 min Peak Storage= 48 cf @ 12.18 hrs Average Depth at Peak Storage= 0.57' , Surface Width= 0.48' Bank-Full Depth= 0.67' Flow Area= 0.3 sf, Capacity= 1.38 cfs 8.0" Round Pipe n= 0.010 PVC, smooth interior Length= 153.0' Slope= 0.0077 '/' Inlet Invert= 7.78', Outlet Invert= 6.60' Reach 71R: Drain Pipe Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Avg. Flow Depth=0.57' Max Vel=4.51 fps 8.0" Round Pipe n=0.010 L=153.0' S=0.0077 '/' Capacity=1.38 cfs 1.43 cfs 1.42 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 153HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Area = 0.274 ac,100.00% Impervious, Inflow Depth > 7.06" for 100-Year event Inflow = 1.45 cfs @ 12.13 hrs, Volume= 0.161 af Outflow = 2.39 cfs @ 12.33 hrs, Volume= 0.161 af, Atten= 0%, Lag= 12.0 min Discarded = 0.27 cfs @ 11.63 hrs, Volume= 0.152 af Secondary = 2.11 cfs @ 12.33 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.76' @ 12.33 hrs Surf.Area= 664 sf Storage= 1,322 cf Plug-Flow detention time= 23.6 min calculated for 0.161 af (100% of inflow) Center-of-Mass det. time= 23.5 min ( 770.9 - 747.4 ) Volume Invert Avail.Storage Storage Description #1A 4.50'539 cf 14.75'W x 45.00'L x 3.21'H Field A 2,130 cf Overall - 783 cf Embedded = 1,346 cf x 40.0% Voids #2A 5.00'783 cf Cultec R-280HD x 18 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,322 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.63 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Secondary OutFlow Max=2.11 cfs @ 12.33 hrs HW=8.76' (Free Discharge) 2=Orifice/Grate (Orifice Controls 2.11 cfs @ 3.88 fps) 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 154HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 67P: CULTEC R-280 (45 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.274 ac Peak Elev=8.76' Storage=1,322 cf 1.45 cfs 2.39 cfs 0.27 cfs 2.11 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 155HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Area = 0.219 ac,100.00% Impervious, Inflow Depth > 7.07" for 100-Year event Inflow = 1.42 cfs @ 12.19 hrs, Volume= 0.129 af Outflow = 1.01 cfs @ 12.29 hrs, Volume= 0.129 af, Atten= 29%, Lag= 6.2 min Discarded = 0.22 cfs @ 11.64 hrs, Volume= 0.122 af Secondary = 0.79 cfs @ 12.29 hrs, Volume= 0.007 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.22' @ 12.29 hrs Surf.Area= 537 sf Storage= 1,054 cf Plug-Flow detention time= 23.3 min calculated for 0.129 af (100% of inflow) Center-of-Mass det. time= 23.2 min ( 770.3 - 747.1 ) Volume Invert Avail.Storage Storage Description #1A 4.50'447 cf 10.33'W x 52.00'L x 3.21'H Field A 1,724 cf Overall - 607 cf Embedded = 1,117 cf x 40.0% Voids #2A 5.00'607 cf Cultec R-280HD x 14 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 2 rows 1,054 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.22 cfs @ 11.64 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.22 cfs) Secondary OutFlow Max=0.69 cfs @ 12.29 hrs HW=8.15' (Free Discharge) 2=Orifice/Grate (Orifice Controls 0.69 cfs @ 2.29 fps) 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 156HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 78P: CULTEC R-280 (52 X 10.33 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.219 ac Peak Elev=8.22' Storage=1,054 cf 1.42 cfs 1.01 cfs 0.22 cfs 0.79 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 157HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Area = 0.290 ac, 73.66% Impervious, Inflow Depth > 5.20" for 100-Year event Inflow = 1.59 cfs @ 12.18 hrs, Volume= 0.126 af Outflow = 1.26 cfs @ 12.28 hrs, Volume= 0.126 af, Atten= 21%, Lag= 6.0 min Discarded = 0.23 cfs @ 11.67 hrs, Volume= 0.116 af Secondary = 1.03 cfs @ 12.28 hrs, Volume= 0.010 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.27' @ 12.28 hrs Surf.Area= 561 sf Storage= 1,113 cf Plug-Flow detention time= 27.3 min calculated for 0.126 af (100% of inflow) Center-of-Mass det. time= 27.2 min ( 838.2 - 811.0 ) Volume Invert Avail.Storage Storage Description #1A 4.50'457 cf 14.75'W x 38.00'L x 3.21'H Field A 1,798 cf Overall - 656 cf Embedded = 1,143 cf x 40.0% Voids #2A 5.00'656 cf Cultec R-280HD x 15 Inside #1 Effective Size= 46.9"W x 26.0"H => 6.07 sf x 7.00'L = 42.5 cf Overall Size= 47.0"W x 26.5"H x 8.00'L with 1.00' Overlap Row Length Adjustment= +1.00' x 6.07 sf x 3 rows 1,113 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 4.50'17.750 in/hr Exfiltration over Surface area #2 Secondary 7.70'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.23 cfs @ 11.67 hrs HW=4.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Secondary OutFlow Max=1.00 cfs @ 12.28 hrs HW=8.26' (Free Discharge) 2=Orifice/Grate (Orifice Controls 1.00 cfs @ 2.55 fps) 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 158HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Pond 79P: CULTEC R-280 (38 X 14.75 X 3.71) Inflow Outflow Discarded Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.290 ac Peak Elev=8.27' Storage=1,113 cf 1.59 cfs 1.26 cfs 0.23 cfs 1.03 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 159HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Area = 0.014 ac, 51.98% Impervious, Inflow Depth > 6.95" for 100-Year event Inflow = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af Primary = 0.09 cfs @ 12.17 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 50L: SP-1 (PAWKANNAWKUT ST) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.014 ac 0.09 cfs 0.09 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 160HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 51L: SP-2 (EX. DRAINAGE) Inflow Area = 0.755 ac, 72.82% Impervious, Inflow Depth > 5.32" for 100-Year event Inflow = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af Primary = 4.21 cfs @ 12.17 hrs, Volume= 0.335 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 51L: SP-2 (EX. DRAINAGE) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.755 ac 4.21 cfs 4.21 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 161HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 52L: SP-3 (BARKENTINE CIR) Inflow Area = 0.147 ac, 4.37% Impervious, Inflow Depth > 3.24" for 100-Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af Primary = 0.51 cfs @ 12.18 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 52L: SP-3 (BARKENTINE CIR) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.147 ac 0.51 cfs 0.51 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 162HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Area = 0.627 ac, 11.75% Impervious, Inflow Depth > 2.32" for 100-Year event Inflow = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af Primary = 1.52 cfs @ 12.18 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 53L: SP-4 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.627 ac 1.52 cfs 1.52 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 163HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 45.42% Impervious, Inflow Depth > 3.66" for 100-Year event Inflow = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af Primary = 0.56 cfs @ 12.18 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 54L: SP-5 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.56 cfs 0.56 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 164HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Area = 0.141 ac, 58.37% Impervious, Inflow Depth > 4.31" for 100-Year event Inflow = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af Primary = 0.65 cfs @ 12.17 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 55L: SP-6 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.141 ac 0.65 cfs 0.65 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 165HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 56L: SP-7 (EX. DRAINAGE.) Inflow Area = 0.116 ac, 68.49% Impervious, Inflow Depth > 5.09" for 100-Year event Inflow = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af Primary = 0.63 cfs @ 12.17 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 56L: SP-7 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.116 ac 0.63 cfs 0.63 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 166HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 57L: SP-8 (EX. DRAINAGE.) Inflow Area = 0.114 ac, 81.42% Impervious, Inflow Depth > 5.78" for 100-Year event Inflow = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af Primary = 0.68 cfs @ 12.17 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 57L: SP-8 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.114 ac 0.68 cfs 0.68 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 167HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 58L: SP-9 (EX. DRAINAGE.) Inflow Area = 0.636 ac, 76.91% Impervious, Inflow Depth > 5.55" for 100-Year event Inflow = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af Primary = 3.67 cfs @ 12.17 hrs, Volume= 0.294 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 58L: SP-9 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.636 ac 3.67 cfs 3.67 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 168HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 59L: SP-10 (EX. DRAINAGE.) Inflow Area = 0.923 ac, 90.07% Impervious, Inflow Depth > 6.36" for 100-Year event Inflow = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af Primary = 5.80 cfs @ 12.17 hrs, Volume= 0.489 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 59L: SP-10 (EX. DRAINAGE.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.923 ac 5.80 cfs 5.80 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 169HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 60L: SP-11 (KEARSARGE RD.) Inflow Area = 0.131 ac, 76.36% Impervious, Inflow Depth > 5.43" for 100-Year event Inflow = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af Primary = 0.74 cfs @ 12.17 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 60L: SP-11 (KEARSARGE RD.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.131 ac 0.74 cfs 0.74 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 170HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Area = 0.158 ac, 29.14% Impervious, Inflow Depth > 1.93" for 100-Year event Inflow = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af Primary = 0.31 cfs @ 12.18 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 61L: SP-12 (SOUTH SHORE DR.) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.158 ac 0.31 cfs 0.31 cfs 28 South Shore Drive (Post) NRCC 24-hr C 100-Year Rainfall=7.32"C17189.03 Printed 5/15/2023Prepared by Coastal Engineering Co. Page 171HydroCAD® 10.10-5a s/n 04240 © 2020 HydroCAD Software Solutions LLC Summary for Link 62L: SP-13 (HOTEL) Inflow Area = 1.592 ac, 49.13% Impervious, Inflow Depth > 3.86" for 100-Year event Inflow = 6.32 cfs @ 12.18 hrs, Volume= 0.513 af Primary = 6.32 cfs @ 12.18 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Link 62L: SP-13 (HOTEL) Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.592 ac 6.32 cfs 6.32 cfs C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 17 Appendix D TSS Removal - Roofed TSS Removal - Pool Patio V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:C17189.03 Prepared By:DAV *Equals remaining load from previous BMP (E) Date:5/15/2023 which enters the BMPTSS Removal Calculation WorksheetPool Patio Treatment System Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection V INSTRUCTIONS:Version 1, Automated: Mar. 4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed (C*D) Load (D-E) Infiltration Basin 0.80 1.00 0.80 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Total TSS Removal =80% Separate Form Needs to be Completed for Each Outlet or BMP Train Project:C17189.03 Prepared By:DAV *Equals remaining load from previous BMP (E) Date:5/15/2023 which enters the BMPTSS Removal Calculation WorksheetRood Treatment System Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 18 Appendix E NOAA Atlas 14 Rainfall Data 5/1/23, 2:45 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6380&lon=-70.2203&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Yarmouth, Massachusetts, USA* Latitude: 41.638°, Longitude: -70.2203° Elevation: m/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 (0.215‑0.329) 0.338 (0.272‑0.417) 0.454 (0.364‑0.561) 0.551 (0.438‑0.685) 0.684 (0.525‑0.895) 0.782 (0.588‑1.05) 0.888 (0.647‑1.24) 1.01 (0.689‑1.44) 1.21 (0.784‑1.77) 1.37 (0.867‑2.05) 10-min 0.379 (0.305‑0.466) 0.479 (0.386‑0.590) 0.643 (0.515‑0.795) 0.780 (0.620‑0.969) 0.968 (0.744‑1.27) 1.11 (0.832‑1.49) 1.26 (0.917‑1.76) 1.44 (0.975‑2.04) 1.71 (1.11‑2.51) 1.94 (1.23‑2.91) 15-min 0.446 (0.359‑0.548) 0.564 (0.454‑0.695) 0.757 (0.606‑0.935) 0.918 (0.731‑1.14) 1.14 (0.875‑1.49) 1.30 (0.979‑1.75) 1.48 (1.08‑2.07) 1.69 (1.15‑2.40) 2.01 (1.31‑2.95) 2.28 (1.45‑3.42) 30-min 0.658 (0.530‑0.810) 0.829 (0.666‑1.02) 1.11 (0.887‑1.37) 1.34 (1.07‑1.67) 1.66 (1.27‑2.17) 1.89 (1.42‑2.54) 2.15 (1.57‑3.01) 2.46 (1.67‑3.48) 2.92 (1.90‑4.29) 3.32 (2.10‑4.97) 60-min 0.871 (0.701‑1.07) 1.09 (0.879‑1.35) 1.46 (1.17‑1.80) 1.76 (1.40‑2.19) 2.18 (1.67‑2.85) 2.48 (1.87‑3.33) 2.82 (2.05‑3.94) 3.22 (2.18‑4.56) 3.83 (2.48‑5.62) 4.35 (2.75‑6.51) 2-hr 1.22 (0.992‑1.50) 1.52 (1.23‑1.85) 1.99 (1.61‑2.45) 2.39 (1.92‑2.95) 2.94 (2.27‑3.81) 3.34 (2.53‑4.43) 3.78 (2.77‑5.22) 4.30 (2.94‑6.02) 5.08 (3.33‑7.37) 5.75 (3.67‑8.50) 3-hr 1.46 (1.19‑1.78) 1.80 (1.46‑2.19) 2.34 (1.90‑2.87) 2.80 (2.25‑3.44) 3.42 (2.66‑4.41) 3.89 (2.95‑5.12) 4.38 (3.23‑6.01) 4.97 (3.42‑6.92) 5.85 (3.85‑8.43) 6.60 (4.23‑9.68) 6-hr 1.91 (1.57‑2.31) 2.32 (1.90‑2.80) 2.98 (2.42‑3.61) 3.52 (2.85‑4.30) 4.28 (3.34‑5.45) 4.84 (3.69‑6.30) 5.44 (4.02‑7.35) 6.13 (4.25‑8.43) 7.15 (4.75‑10.2) 7.99 (5.17‑11.6) 12-hr 2.39 (1.97‑2.87) 2.86 (2.35‑3.43) 3.61 (2.96‑4.36) 4.24 (3.46‑5.14) 5.11 (4.01‑6.44) 5.76 (4.42‑7.41) 6.44 (4.78‑8.58) 7.21 (5.05‑9.79) 8.31 (5.57‑11.7) 9.21 (6.02‑13.2) 24-hr 2.85 (2.36‑3.39) 3.36 (2.79‑4.01) 4.20 (3.47‑5.02) 4.89 (4.01‑5.88) 5.85 (4.62‑7.30) 6.57 (5.07‑8.35) 7.32 (5.46‑9.60) 8.13 (5.74‑10.9) 9.27 (6.28‑12.8) 10.2 (6.71‑14.4) 2-day 3.26 (2.73‑3.86) 3.81 (3.18‑4.51) 4.69 (3.90‑5.58) 5.43 (4.49‑6.49) 6.45 (5.13‑7.97) 7.22 (5.61‑9.07) 8.01 (6.01‑10.4) 8.85 (6.31‑11.7) 10.0 (6.83‑13.7) 10.9 (7.25‑15.2) 3-day 3.55 (2.97‑4.18) 4.10 (3.43‑4.84) 5.00 (4.17‑5.92) 5.75 (4.77‑6.83) 6.78 (5.42‑8.33) 7.57 (5.91‑9.45) 8.37 (6.30‑10.7) 9.22 (6.60‑12.1) 10.4 (7.13‑14.1) 11.3 (7.55‑15.6) 4-day 3.79 (3.19‑4.45) 4.34 (3.65‑5.11) 5.25 (4.39‑6.19) 6.00 (4.99‑7.11) 7.04 (5.65‑8.61) 7.83 (6.13‑9.74) 8.63 (6.53‑11.0) 9.50 (6.83‑12.4) 10.7 (7.37‑14.4) 11.6 (7.81‑16.0) 7-day 4.43 (3.75‑5.18) 4.99 (4.22‑5.84) 5.91 (4.98‑6.93) 6.68 (5.59‑7.86) 7.73 (6.24‑9.38) 8.53 (6.72‑10.5) 9.35 (7.11‑11.8) 10.2 (7.40‑13.2) 11.4 (7.92‑15.2) 12.3 (8.33‑16.7) 10-day 5.03 (4.27‑5.86) 5.61 (4.76‑6.54) 6.57 (5.55‑7.68) 7.36 (6.18‑8.64) 8.45 (6.85‑10.2) 9.29 (7.34‑11.4) 10.1 (7.73‑12.7) 11.0 (8.01‑14.2) 12.2 (8.51‑16.1) 13.1 (8.91‑17.7) 20-day 6.85 (5.85‑7.92) 7.53 (6.43‑8.72) 8.65 (7.36‑10.0) 9.58 (8.10‑11.2) 10.9 (8.86‑13.0) 11.9 (9.44‑14.3) 12.8 (9.83‑15.9) 13.8 (10.1‑17.5) 15.0 (10.6‑19.6) 15.9 (10.9‑21.1) 30-day 8.41 (7.22‑9.69) 9.19 (7.88‑10.6) 10.5 (8.94‑12.1) 11.5 (9.78‑13.4) 13.0 (10.6‑15.4) 14.1 (11.3‑16.9) 15.2 (11.7‑18.6) 16.2 (12.0‑20.5) 17.5 (12.4‑22.6) 18.3 (12.6‑24.1) 45-day 10.4 (8.98‑12.0) 11.3 (9.74‑13.0) 12.8 (11.0‑14.7) 14.0 (11.9‑16.1) 15.6 (12.8‑18.4) 17.0 (13.6‑20.2) 18.2 (14.0‑22.1) 19.3 (14.3‑24.2) 20.6 (14.7‑26.4) 21.5 (14.9‑28.0) 60-day 12.2 (10.5‑13.9) 13.1 (11.3‑15.0) 14.7 (12.7‑16.9) 16.1 (13.7‑18.5) 17.9 (14.7‑21.0) 19.3 (15.5‑22.9) 20.7 (16.0‑24.9) 21.9 (16.3‑27.2) 23.2 (16.7‑29.7) 24.1 (16.8‑31.3) 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 5/1/23, 2:45 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6380&lon=-70.2203&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 5/1/23, 2:45 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6380&lon=-70.2203&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 200m 600ft + – 200m 600ft + – 200m 600ft 5/1/23, 2:45 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.6380&lon=-70.2203&data=depth&units=english&series=pds 4/4 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 + – 200m 600ft C17189.03: Stormwater Management Site Plan Town of Yarmouth, 28 South Shore Drive 19 Appendix F Stormwater Check List swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklist is to be used as the cover for the completed Stormwater Report. Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? New development Redevelopment Mix of New Development and Redevelopment swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge Soil Analysis provided. Required Recharge Volume calculation provided. Required Recharge volume reduced through use of the LID site Design Credits. Sizing the infiltration, BMPs is based on the following method: Check the method used. Static Simple Dynamic Dynamic Field1 Runoff from all impervious areas at the site discharging to the infiltration BMP. Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume. Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: Site is comprised solely of C and D soils and/or bedrock at the land surface M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 Solid Waste Landfill pursuant to 310 CMR 19.000 Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. Calculations showing that the infiltration BMPs will drain in 72 hours are provided. Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” or 1” Water Quality Volume or The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. The NPDES Multi-Sector General Permit does not cover the land use. LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: Limited Project Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff Bike Path and/or Foot Path Redevelopment Project Redevelopment portion of mix of new and redevelopment. Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs.