Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Storm Water Management Rec'd 1/24/25
® TrR C Exhibit J Stormwater Management Control Plan (Full-size Plans included under separate cover) SIRE Southold Solar Project January 2025 Special Exception and Site Plan Application Package ISSUED FOR PERMITTING STORMWATER MANAGEMENT CONTROL PLAN TOWN OF SOUTHOLD LANDFILL SOLAR PROJECT TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK IN COMPLIANCE WITH THE TOWN OF SOUTHOLD GENERAL LEGISLATION, CHAPTER 236 STORMWATER MANAGEMENT Prepared for: SUMMIT RIDGE ENERGY 1515 WILSON BOULEVARD, SUITE 300 ARLINGTON, VA 22209 "400� SUMMIT RIDGE ENERGY Prepared by: TRC Engineers, Inc. 1407 Broadway, Suite 3301 New York, NY 10018 N LO Nl low JAN UARY 2025 Stormwater Management Control Plan Town of Southold Landfill Solar Project Table of Contents: 1.0 Introduction........................................................................................................................1 2.0 Regulatory Requirements.................................................................................................1 3.0 Project Site Information....................................................................................................1 3.1 Soils Classification.............................................................................................................2 3.2 Potential Receiving Surface Waters and MS4..............................................................4 3.3 Rainfall Information............................................................................................................4 4.0 Personnel Contact List......................................................................................................4 5.0 Construction Requirements and Sequencing................................................................5 6.0 Stormwater Management and Pollution Controls..........................................................7 6.1 Potential Impacts for Stormwater Contamination .........................................................8 6.2 Protection of Existing Vegetation ....................................................................................9 6.3 Temporary Erosion and Sediment Controls ..................................................................9 6.3.1 Temporary Stockpiling........................................................................................9 6.3.2 Construction Access Systems.........................................................................10 6.4 Temporary Stabilization for Frozen Conditions...........................................................10 6.5 Soil Restoration................................................................................................................11 7.0 Post-Construction Stormwater Management...............................................................11 7.1 Green Infrastructure Planning........................................................................................11 7.2 Post-Construction Stormwater Control Practices Utilized .........................................11 7.3 Stormwater Runoff Analysis...........................................................................................12 8.0 Construction Pollution Prevention................................................................................14 8.1 Management of Spills and Releases............................................................................14 8.2 Construction Housekeeping...........................................................................................15 8.2.1 Material Stockpiling...........................................................................................15 8.2.2 Staging, Storage, and Marshalling Areas......................................................15 8.2.3 Equipment Cleaning and Maintenance..........................................................16 8.2.4 Material Washout Areas...................................................................................16 8.3 Waste Management........................................................................................................17 9.0 Post-Construction Operation and Maintenance ..........................................................17 List of Tables: Table 1 — Rainfall Event Quantities............................................................................................ 4 Table 2 - Proposed Erosion and Sediment Control Measures.................................................... 9 Table 3 - Peak Discharge Rate (cfs) Comparison .....................................................................13 Table 4— Peak Discharge Volume Detention............................................................................14 Appendices: Appendix A—Agency Guidance • Town of Southold General Legislation, Chapter 236 • NYSDEC Policy DMM-4 Appendix B —Site Location Map Appendix C —Site Plans ii Stormwater Management Control Plan Town of Southold Landfill Solar Project Appendix D — Environmental Background Information • USDA NRCS Soil Resource Report • Rainfall Data Appendix E— Personnel Contact List Appendix F— Erosion and Sediment Control • Erosion and Sediment Control • Erosion and Sediment Control Standards and Specifications Appendix G — Pre-Development Stormwater Analysis • Pre-Development Subcatchment Map • Pre-Development HydroCAD Model Appendix H — Post-Development Stormwater Analysis • Post-Development Subcatchment Map • Post-Development HydroCAD Model Appendix I — Post-Construction Operation and Maintenance (O & M) Manual iii Stormwater Management Control Plan Town of Southold Landfill Solar Project 1.0 Introduction This Stormwater Management Control Plan (SMCP) has been prepared by TRC for Summit Ridge Energy (SRE) (the Client) in regard to the proposed construction activities associated with the Town of Southold Landfill Solar Project (the Project). The purpose of this SMCP is to establish requirements and instructions for the management of construction-related stormwater discharges from the Project Site. Erosion and sediment controls have been designed and shall be installed and maintained to minimize the discharge of pollutants and prevent a violation of applicable water quality standards. 2.0 Regulatory Requirements This SMCP has been prepared in accordance with the "Town of Southold General Legislation, Chapter 236 Stormwater Management."The Town of Southold requires an SMCP for the following construction activities: "Clearing, grubbing, grading, or stripping which affects more than 5,000 square feet of ground surface; excavation or filling involving more than 200 cubic yards of material within any parcel or contiguous area; site preparation on slopes which exceed 10 feet of vertical rise to 100 feet of horizontal distance; site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area; site preparation within the one-hundred-year floodplain as depicted on FIRM of any watercourse; and installation of new or resurfaced impervious surfaces of 1,000 square feet or more." A copy of Chapter 236 of the Town of Southold General Legislation is provided in Appendix A of this SMCP. The Project involves construction activities that require the preparation of an SMCP that includes post-construction stormwater management practices (SMPs) designed in accordance with the Town of Southold General Legislation §236-7. A. and NYSDEC Policy DMM-4 "Guidance for Photovoltaic Solar Projects at Closed Solid Waste Landfills." A copy of Policy DMM-4 is provided in Appendix A of this SMCP. 3.0 Project Site Information The Project Site is located at 6155 Cox Lane in the Town of Cutchogue, Suffolk County, New York. The Project Site is located within the NYSDEC Region 1 jurisdiction and the Southold, NY and Mattituck Hills, NY United States Geological Survey (USGS) 7.5-Minute Topographic Quadrangle. The Project Site location is depicted on Figure 1 of Appendix B. The Project proposes development of a Solar Generating Facility(SGF)that includes construction of ballast-supported racking with PV solar panels, pervious gravel access drives, and concrete equipment pads to support electrical equipment. Overall, the SGF development is low impact, environmentally sensitive, and effective in attenuating overland flow, while maintaining the existing conditions. The general scope of work for the Project, which may result in soil disturbance, includes but is not limited to site clearing and grubbing, grading, limited use pervious access road installation, equipment pad installation, and solar panel and related electrical wire installation. The Project site is composed of one parcel totaling approximately 60.02 acres. The parcel is occupied by a capped municipal solid waste landfill. The covered municipal landfill at the Project site was closed and capped in 1993, with oversight from New York State Department of Environmental Conservation (NYSDEC). The area of the capped landfill is approximately 34 1 Stormwater Management Control Plan Town of Southold Landfill Solar Project acres. The installed capping system consists, from the surface downward, of vegetation, a 6-inch topsoil layer, a 12-inch barrier protection layer with cap drains, nonwoven geotextile, a geomembrane cap, and a 12-inch gas venting layer, 6-inch subgrade layer. The remainder of the Project site is 26.02 acres. The Project will include the installation of approximately 20.00 acres of solar panels mounted on a fixed tilt racking system (see Site Plans in Appendix C). The solar panels will be arranged in two major arrays, one north of the paved access road that currently splits the landfill and one south of the access road. The racking system foundation will include concrete or stone-filled ballasts, on top of the of the landfill. Transformers and inverters will be located north of the existing access road for the northern array and south of the access road for the southern array. The components will be mounted on impervious ballast-supported concrete ballasts totaling approximately 3,152 square feet. In addition to the existing access roads on the landfill, two new access roads will be constructed with turnarounds to provide access to each of the arrays and equipment areas. The surface for the existing road on the landfill will remain unchanged. The new access road section will be a pervious gravel surface. The design of the access road is ongoing and being prepared in consultation with the Fire Marshal to ensure the roads meet the needs of the fire department. The existing groundcover of the Project Site is composed primarily of grass with some gravel and asphalt access roads, and exposed soils. The site topography has a general peak at the access road interesting the landfill, causing slopes off of the landfill in every direction. Refer to Appendix D for additional Project Site land cover and environmental resources, and Appendix C for topographic information and the Construction Drawings. 3.1 Soils Classification Review of the United States Department of Agriculture's (USDA) Natural Resources Conservation Service (NRCS)Web Soil Survey indicated the predominant soil series mapped within the Project Site are Haven loam, Hydrologic Soil Group (HSG) rating B; Plymouth loamy coarse sand, HSG rating A. Map Unit Map Unit Drainage Mineral Hydrologic Acres Percent Symbol Name Cl ass Soil Soil Group within within Class Site Site Haven HaA loam,percent 2 Well drained Loam B 8.9 14.9% slopes Haven HaB to 6 Well drained Loam 0.7 1.2% percent B slopes 2 Stormwater Management Control Plan Town of Southold Landfill Solar Project GroupMap Unit Map Unit Drainage Mineral Hydrologic Acres Percent Symbol Name Cl ass Soil Soil within within Class Site Site Plymouth loamy coarse Excessively Loamy A o PIA sand,0 to 3 drained Coarse 18.9 31.4/o Sand percent slopes Plymouth loamy coarse Excessively Loamy A o PIB sand,3 to 8 drained Coarse 9.6 16/0 Sand percent slopes Plymouth loamy coarse Excessively Loamy A o PIC sand,8 to drained Coarse 0.8 1.3/o Sand 15 percent slopes Made land N/A N/A N/A 16.4 27.3% Ma Riverhead sandy loam, Sandy o RdA 0 to 3 Well drained Loam A 0.8 1.3/o percent slopes Riverhead sandy loam, Sandy RdC 8 to 15 Well drained Loam A 3.4 5.6/o percent slopes Carver and Plymouth Excessively Loamy 0 CpE soils, 15 to drained Coarse A 0.6 1/o 35 percent Sand slopes The Soil Conservation Service defines the HSGs as follows: • Type A Soils: Soils having a high infiltration rate (low runoff potential). • Type B Soils: Soils having a moderate infiltration rate. • Type C Soils: Soils having a slow infiltration rate. • Type D Soils: Soils having a very slow infiltration rate (high runoff potential). 3 Stormwater Management Control Plan Town of Southold Landfill Solar Project For soils assigned to a dual hydrologic group,the first letter refers to drained areas and the second refers to undrained areas. In project areas of unknown soil type or areas not within agricultural land, the more conservative soil classification is assumed. Refer to Appendix D for the USDA NRCS Soil Resource Report for the Project Site. 3.2 Potential Receiving Surface Waters and MS4 The most nearby surface waters are the Long Island Sound, approximately 1 mile northwest of the site, and Haywater Cove approximately 1.5 miles southeast of the site. No discharges of stormwater off-site are associated with the site. The Project is located within a regulated Municipal Separate Storm Sewer System (MS4) for the Town of Southold and has been reviewed by the Town's Engineer. 3.3 Rainfall Information The two-inch rainfall event was determined from the Town of Southold General Legislation §236- 7. A., by indicating that the two-inch rainfall event must be contained on site. Rainfall data for the 25-year rainfall event was obtained from the Northeast Regional Climate Center's Extreme Precipitation Tables. These values were used to evaluate the pre- and post-development stormwater hydraulic and hydrologic characteristics. Table 1 below details the 24-hour rainfall amounts for the Project Site. Table 1 — Rainfall Event Quantities Rainfall Event 24-Hour Rainfall Amount inches 2-inch 2.00 25-Year 6.19 The precipitation information obtained from the Northeast Regional Climate Center is included in Appendix D. 4.0 Personnel Contact List The Construction Personnel Contact List for the Project is provided in Appendix E. The listed personnel are responsible for ensuring compliance with the SMCP. Personnel responsibilities include but are not limited to the following: • Implement the SMCP; • Oversee maintenance practices identified in the SMCP; • Conduct or provide for inspection and monitoring activities; • Identify potential erosion, sedimentation, and pollutant sources during construction and ensure issues are addressed appropriately and in a timely manner; • Identify necessary amendments to the SMCP and ensure proper implementation; and • Document activities associated with the implementation of this SMCP and supporting documents. 4 Stormwater Management Control Plan Town of Southold Landfill Solar Project 5.0 Construction Requirements and Sequencing This section provides the Owner/Operator and the Contractor with a suggested order of construction that will minimize erosion and the transport of sediments. The individual objectives of the construction techniques described herein shall be considered an integral component of the Project design. The construction sequence is not intended to prescribe definitive construction methods and should not be interpreted as a construction specification document. The Contractor shall follow the general principles outlined below throughout the construction phase: • Protect and maintain existing vegetation wherever possible; • Minimize the area of disturbance; • To the extent possible, route unpolluted flows around disturbed areas; • Install approved erosion and sediment control devices as early as possible; • Minimize the time disturbed areas are left un-stabilized; and • Maintain erosion and sediment control devices in proper condition. The Contractor should use the suggested construction sequence and techniques as a general guide and modify the suggested methods and procedures as required to best suit seasonal and site-specific physical constraints for the purpose of minimizing the environmental impact due to construction. The Project is anticipated to involve multiple stages of work; site preparation, construction, and site restoration. Prior to the commencement of construction activities, temporary erosion and sediment control measures shall be installed per the Construction Drawings provided in Appendix C. The Project stages are detailed below. Stage 1: Project Site Preparation • Establish access to the Project Site including the stabilized construction entrances and access roads; • Stake/flag construction limits, staging/storage areas, material washout locations, environmentally sensitive areas, and other associated work areas; • Mark existing utilities and infrastructure; • Conduct tree clearing and vegetation management, if necessary, and grading of work areas, as required; and • Install the erosion and sediment controls as detailed on the Erosion and Sediment Control Plans. 5 Stormwater Management Control Plan Town of Southold Landfill Solar Project Stage 2: Construction Construction projects typically require the following general operations that have the potential for erosion and sedimentation due to stormwater flows. • Site topography is generally in accordance with array racking tolerances however, some grading is proposed in localized areas and as necessary to build suitable access roads and construct the interconnection substation. Conduct earthwork as necessary prior to solar array installation; • Conduct ballast construction for array racking post installation; • Assemble and install fixed racking frames; • Module installation and wiring; • Install DC combiner boxes and other incidentals of DC system; • Install low-voltage underground electric cable to equipment pads; • Construct concrete equipment pads and complete installation of inverters and transformers; • Install underground medium-voltage AC collector line; • Construct overhead generation lead collector line and coordinate construction of interconnection equipment with Utility Owner; • Install perimeter fencing and gates; • Complete planting of landscaping in accordance with the project specific landscaping plan; and • Once array construction and significant vehicle traffic ceases, complete construction of limited use pervious access road. Stage 3: Project Site Restoration • Remove and dispose of Project related waste material at an approved disposal facility; • Prepare soils as needed (restoration of original grade, de-compaction, soil amendments, etc.), and seed and mulching all disturbed areas. Restore disturbed soils per NYSDEC standards and specifications; • Remove the temporary erosion and sediment controls when 80% of natural vegetative cover has been achieved and erosion issues are no longer present; Construction of the Project shall be done in the detailed sequencing provided above and as part of the soil erosion and sediment control plans. SRE estimates an overall limit of disturbance (i.e., overall project footprint)of 40.10 acres. In general, work will be completed in an approximate eight month period from mobilization to commissioning/demobilization. Mobilization, site clearing, and initial road improvements will be conducted concurrently with installation of erosion and sediment control devices in an approximate duration of one month. The construction of the solar array and interconnection will follow the first month of preliminary activities and will last approximately six months. The final month of work will consist of the commissioning of the solar array and interconnection areas along with final stabilization of disturbed areas not stabilized as part of 6 Stormwater Management Control Plan Town of Southold Landfill Solar Project previous activities. SRE will conduct the work in a manner to minimize the area of work disturbed at any one time and will immediately stabilize completed areas to reduce the overall time and area of disturbed areas. • Generally, the following sequence will be followed: o Temporary soil erosion and sediment control devices will be installed around areas to be disturbed in accordance with the SMCP. o Clearing and grading along with maintenance of temporary soil erosion and sediment control devices. o Installation of solar panels and appurtenances along with maintenance of temporary soil erosion and sediment control devices. o Removal of temporary access road and construction of new pervious access road along with maintenance of temporary soil erosion and sediment control devices. o Restoration and seeding of disturbed areas in accordance with SMCP and soil erosion and sediment control plan along with maintenance of temporary soil erosion and sediment control devices. o Removal and disposal off-site of temporary erosion and sediment controls following final stabilization. • SRE will install any additional site-specific practices needed to protect water quality. Addition practices may include, but not be limited to, expedited stabilization schedules and use of enhanced erosion control matting for temporary and final stabilization, at the discretion of the Qualified Inspector. Stabilization of disturbed areas must be provided by employing temporary and/or permanent control measures. 6.0 Stormwater Management and Pollution Controls Prior to the commencement of construction activities, temporary erosion and sediment controls shall be installed to prevent erosion of the soils and prevent water quality degradation in wetlands and waterbodies. Erosion and sediment controls will be used to limit, control, and mitigate construction-related impacts. The stormwater management and pollution controls shall include practices that involve runoff control, soil stabilization practices, and sediment control. The erosion and sediment controls used at the Project Site must be installed and maintained in accordance with the SSESC and the SMDM. Improper installation of practices may result in an increase in water quality impacts to nearby waterbodies or sedimentation impacts to undisturbed lands. Deviations from the SSESC and SMDM standards should be discussed with the Qualified Inspector/Qualified Professional prior to using the alternative practice. If the alternative practice is acceptable, documentation is required to detail the reasoning for the alterative practice and then provide evidence that the alternative design is equivalent to the technical standard. The SMCP shall be amended as appropriate to incorporate the alternative practice. In the event that an alternative practice fails and a standard SSESC practice is required, the Contractor shall install the required practice upon approval from the Qualified Inspector/Qualified Professional and Owner/Operator. The SMCP shall be amended as appropriate to document changes to the practice. 7 Stormwater Management Control Plan Town of Southold Landfill Solar Project The following sections detail potential stormwater contamination sources due to construction- related activities and the temporary and permanent erosion and sediment controls to be used throughout the construction of the Project to mitigate impacts. Refer to the SSESC and SMDM for additional guidance on installation, maintenance, and removal. 6.1 Potential Impacts for Stormwater Contamination Construction activities and processes that result in either increased stormwater runoff or the potential to add pollutants to runoff are subject to the requirements of this SMCP. These activities may include areas of land disturbed by grading, excavation, construction, or material storage. Water that comes in contact with the surface of the Project Site as a result of precipitation (snow, hail, rain, etc.) is classified as stormwater associated with the Project and is subject to the requirements of this SMCP. Construction activities that may negatively impact stormwater include but are not limited to the following: • Tree Clearing and Vegetation Removal: Removal of vegetation can expose and weaken soils and may result in erosion. • Construction Site Entrance:Vehicles leaving the Project Site can track soils onto public roadways. • Grading Operations: Exposed soils have the potential for erosion and sedimentation when not stabilized. • Fugitive Dust: Dust generated by vehicles or from strong winds during a drought period can be deposited in wetlands, waterways, and other environmentally sensitive areas, or may negatively impact the air quality. • General Site Construction Activities: Maintenance and heavy use of access roads can expose soils, creating significant erosion potential. Soil stockpiling from site excavations and grading may promote erosion and sedimentation. Dewatering activities may result in concentrated flows and has the potential to increase erosion. • Construction Vehicles and Equipment: Refueling of vehicles may result in spilling or dripping gasoline and diesel fuel onto the ground. On-site maintenance of excavating equipment may result in hydraulic oil, lubricants, or antifreeze dripping onto the ground. Sediment tracking and the spread of invasive species may occur if construction vehicles are improperly maintained. Ruts caused by equipment can create paths for concentrated water flows. • Waste Management Practices: Typical construction projects often generate significant quantities of solid waste, such as wrappings, personnel-generated trash and waste, and construction debris. Proper use of staging and storage areas, stockpiling areas, and erosion and sediment controls will mitigate potential impacts to the stormwater. Refer to Section 10.1 for additional information on spill prevention and waste management procedures for the Project. 8 Stormwater Management Control Plan Town of Southold Landfill Solar Project 6.2 Protection of Existing Vegetation Natural vegetation shall be preserved to the maximum extent practicable. Preserving natural vegetation will reduce soil erosion and maintain the inherent integrity of the Project Site. Protection practices may include barrier fencing to prevent equipment and vehicle traffic in vegetated and environmentally sensitive areas. 6.3 Temporary Erosion and Sediment Controls Temporary erosion and sediment controls shall be used to reduce erosion, sedimentation, and pollutants in stormwater discharges, and to prevent impacts to undisturbed areas, natural resources, wetlands, waterbodies, and downstream areas. Both stabilization techniques and structural methods will be used, as needed, to meet these objectives. Temporary erosion and sediment control measures shall be applied during construction to: • Minimize soil erosion and sedimentation through the stabilization of disturbed areas and removal of sediment from construction site discharges. • Preserve existing vegetation to the maximum extent practicable and establish permanent vegetation on exposed soils following the completion of soil disturbance activities. • Minimize the area and duration of soil disturbance through site preparation activities and construction sequencing. Table 2 below lists the erosion and sediment controls anticipated to be used at the Project Site. Table 2 - Proposed Erosion and Sediment Control Measures Check Dam Silt Fence Stabilized Construction Access Compost Filter Sock Mulching Protecting Vegetation During Construction Seeding Sodding Rock Outlet Protection Concrete Washout The standards and specification for the erosion and sediment control measures listed in Table 2 are provided in Appendix F. Refer to the SSESC and SMDM for the Standards and Specifications of alternate measures and practices, as needed. The temporary erosion and sediment control measures not detailed in the SSESC or SMDM are detailed below. 6.3.1 Temporary Stockpiling Temporary stockpiling of granular material (gravel, excavated spoils, select backfill, topsoil, etc.) is expected on site throughout the construction process. Stockpiling of 9 Stormwater Management Control Plan Town of Southold Landfill Solar Project materials is not permitted in areas where health or safety risks are present, or where impacts to water quality may occur. Stockpiling is not permitted in wetland or wetland buffer areas. Stockpile areas shall be contained and protected with the proper erosion and sediment controls such as silt fencing and mulch. Soil stockpiles shall be stabilized with vegetation, geotextile fabric, or plastic covers if not used for 7 days. Stockpile areas should be inspected and maintained as needed or directed by the Project Engineer (or Qualified Inspector/Qualified Professional). 6.3.2 Construction Access Systems Temporary construction access systems may be used to prevent or reduce impacts to sensitive areas, such as soft soil or wetlands. The construction access systems may include but are not limited to the use of timber mats, portable mats, plastic roads, slash matting, or access during frozen weather conditions. Timber mats are large, flat wooden structures made from hardwood timbers. Usually, the timbers are bolted or cabled together to form a strong and durable mat. Timber matting can generally support heavier equipment than the other matting types. Portable mats are reusable mats typically composed of fiberglass or high-density polyethylene (HDPE). The mats may be used in wetland areas or in areas of soft soils to prevent rutting and soil disturbance impacts. Plastic road mats are composed of linking HDPE mats using a 1-inch polyvinyl chloride stringer. The mats are used to protect wetlands and prevent rutting by distributing the vehicle load across the roadway surface. Access during frozen conditions may occur once the ground freezes. Snow cover may be packed down or removed for access. The frozen ground conditions will not experience rutting or sediment tracking. Periodic inspection of ground conditions is recommended to ensure frozen ground conditions are present. Alternative construction access systems shall be approved by the Owner/Operator and the Qualified Professional prior to use. The alternate system shall be documented in the SWPPP amendments. 6.4 Temporary Stabilization for Frozen Conditions Winter stabilization standards apply to construction activities with ongoing soil disturbance and exposure between November 15 and April 1. Temporary winter stabilization measures shall be employed prior to frozen conditions, as detailed in the SSESC. Erosion and sediment control measures shall be inspected to ensure proper performance and winter stabilization function. Repairs should be made as necessary to prevent erosion and sedimentation during thawing or rain events. 10 Stormwater Management Control Plan Town of Southold Landfill Solar Project 6.5 Soil Restoration During the periods of relatively low to moderate subsoil moisture, the disturbed soils shall be returned to rough grade through the following soil restoration process: 1. Apply 3 inches of compost over subsoil. 2. Till compost into subsoil to a depth of about 12 inches, mixing and circulating air and compost into subsoils. 3. Rock-pick until uplifted stone/rock materials of four inches and larger size are cleaned off the site. 4. Apply topsoil to a depth of 6 inches. 5. Vegetate in accordance with landscaping plan. All soil restoration processes shall be performed in accordance with the SWDM Section 5.1.6. 7.0 Post-Construction Stormwater Management The requirement from the Town's General Legislation of detaining the 2-inch storm event on site and the NYSDEC Policy DMM-4 to evaluate the 25-year storm event will aid post-development SMP design. 7.1 Green Infrastructure Planning The stormwater management control plan must demonstrate that green infrastructure planning and design options were evaluated. The green infrastructure planning techniques utilized for the Project include: • Pervious Pavement: Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to allow rainfall to pass through the surface, thereby reducing stormwater runoff from a site and providing some pollutant uptake in the underlying soils. Pervious Access Drives will be used instead of the traditional paved or gravel drives. 7.2 Post-Construction Stormwater Control Practices Utilized Stormwater runoff for the Project will be collected and conveyed to stormwater quality and quantity control practices. The following practices have been incorporated into the Project Site stormwater management plan for the Project. Infiltration Basins: The three existing and one reconfigured infiltration basins are utilized to treat the additional runoff volumes generated by the proposed changes. In addition, the required pre-treatment of stormwater will be provided through the gently-sloping, fully-vegetated areas beneath and between the proposed solar arrays. The reconfigured basin is designed to infiltrate and retain the 25-yr, 24-hr storm. 11 Stormwater Management Control Plan Town of Southold Landfill Solar Project The total developed site will be 40.10 acres, of which 1.35 acres will have new impervious cover (i.e., concrete ballasts and electrical equipment pads). The total contributing drainage area for the Project Site, which includes off-site areas, is approximately 73.17 acres. 7.3 Stormwater Runoff Analysis The Town Legislation and DMM-4 requires the Project to meet the following separate stormwater quantity criteria: • Town of Southold General Legislation : The Town requirement is designed to ensure the proposed development will be able to retain at least the 2-inch storm event on site. • NYSDEC Policy DMM-4: The DMM-4 requires storage to attenuate the post- development 25-year, 24-hour peak discharge rates to pre-development rates. Stormwater runoff was estimated using HydroCAD, Version 10.20-4a. HydroCAD software is based on methodologies developed by the USDA NRCS, namely"Urban Hydrology for Small Watersheds", Technical Release 55 and Technical Release 20 (TR-50 and TR-20, respectively), in conjunction with other hydrologic and hydraulic calculations. Based on site- specific information, including land cover, slopes, soils, and rainfall data, the program calculates inflow and outflow hydrographs for subcatchments and pond routing. For the HydroCAD analysis, the Project Site was divided by watershed and drainage systems, which contribute to the overall stormwater network. The pre-development watersheds are defined in the calculations using 100 series nomenclature, (i.e., 101 for DP-1) and the post- development watersheds are defined using 200 series nomenclature, (i.e., 201 for DP-1). The watersheds and drainage systems were classified by the following components: • Subcatchment: Used to model the runoff from a given area of land. • Pond: Used to model a reservoir, dam, catch basin, manhole, drywell, storage chamber, vault, or other impoundment that fills with water. Ponds may empty through a weir, culvert, orifice, or other outlet device. The pre-development and post-development conditions for the Project Site were divided into subcatchments, which depict the watershed conditions, methods of collection, conveyance, points of discharge, and topography. In addition, the drainage pattern, drainage structures, soil types, and ground covers are used to analyze the rate of runoff in the existing and proposed conditions. The subcatchments include off-site contributing areas as determined by the site topography and site features. The pre-development Project Site was divided into four subcatchments and the post-development Project Site was divided into four subcatchments. In order to compare the pre-development and post-development runoff conditions, study points were selected across the Project Site. The overall bounds of the study area and study points remain unchanged from the pre-development condition. The following study points were selected for the Project Site in both the pre-development and post-development conditions: Study Point 1 (DA-1): Study Point #1 is predominantly grass in existing and post developed conditions. An access road for the existing landfill is present in existing conditions and will remain in the proposed development conditions. Additional access roads north and south of the existing 12 Stormwater Management Control Plan Town of Southold Landfill Solar Project access road are proposed. There is an existing infiltration basin shown in existing conditions and that will remain in the proposed development conditions. No additional SMPs are required as there will be no increase in the stormwater runoff for all stormwater events. Study Point#2 (DA-2): Study Point #2 is predominantly grass and partially impervious in existing and proposed conditions. There is an existing infiltration basin present in existing conditions that will remain in the proposed development conditions. No additional SMPs are required as there will be no increase in the stormwater runoff for all stormwater events. Study Point# 3 (DA-3): Study Point #3 is predominantly grass and partially impervious in existing and proposed conditions. There is an existing infiltration basin present in existing conditions that will remain in the proposed development conditions. No additional SMPs are required as there will be no increase in the stormwater runoff for all stormwater events. Study Point#4 (DA-4): Study Point #4 is predominantly grass and partially impervious in existing and proposed conditions. There is an existing infiltration basin present in existing conditions that will remain in the proposed development conditions. No additional SMPs are required as there will be no increase in the stormwater runoff for all stormwater events. The pre- and post-development drainage area maps are provided in Appendix G and H, respectively. The pre- and post-development conditions were evaluated at each study point for the two- inch and 25-year storm events. Table 5 below details the pre- and post-development peak discharge rates for the 25-year storm event and Table 6 details the detention of the peak discharge volume for the two-inch storm event. Table 3 - Peak Discharge Rate (cfs) Comparison Study 25-Year Rainfall Point Event Pre- Post- 1* 0.00 0.00 2* 0.00 0.00 3* 0.00 0.00 4* 0.00 0.00 5 66.45 66.45 6 24.83 24.83 7 26.79 26.79 8 0.69 0.69 9 9.94 9.94 *Areas of proposed development 13 Stormwater Management Control Plan Town of Southold Landfill Solar Project Table 4— Peak Discharge Volume Detention Study Two-Inch Rainfall Event Point Peak Discharge Storage Volume Volume acre-feet Provided acre-feet 1* 0.162 6.320 2* 0.148 1.840 3* 0.000 4.960 4* 0.000 0.783 5 0.338 0.000 6 0.134 0.000 7 0.053 0.000 8 0.000 0.000 9 0.017 0.000 Total Site 0.853 13.903 *Areas of proposed development The runoff model demonstrates that the proposed Project will attenuate the 25-year, 24-hour storm event to pre-development peak discharge rates and detain the two-inch rainfall storm event on site. Subcatchment mapping and the HydroCAD model are provided for the pre-development condition in Appendix G, and for the post-development condition in Appendix H. 8.0 Construction Pollution Prevention Proper material storage, handling, and disposal practices shall be implemented during construction to reduce the risk of exposure of materials and hazardous substances to stormwater and environmental resources. The storage, handling, and disposal procedures to be enforced by the Owner/Operator, Contractor(s) and the Qualified Inspector are described below. 8.1 Management of Spills and Releases The Owner/Operator must be notified in the event of a non-stormwater (fuel, oil, chemical, etc.) spill or release to ensure proper reporting and clean up. The Owner/Operator shall proceed as appropriate in accordance with the Owner/Operator's, local, state, and federal environmental policies, and procedures. A spill or release shall be reported to the NYSDEC Spill Hotline (1-800-457-7362), as applicable, within 2 hours of the release. The Contractor is responsible for retaining documentation containing the New York State spill number and spill information to provide to the Owner/Operator and the Qualified Inspector. The Contractor is responsible for the cleanup and response actions, in accordance with the on-site spill prevention procedures manual. Contaminated soil shall be removed from the Project Site and disposed in accordance with the product specific Safety Data Sheets (SDS) and environmental guidance. 14 Stormwater Management Control Plan Town of Southold Landfill Solar Project Potential pollutant sources are likely to be stored on the construction site. Bulk petroleum storage (1,100-gallon aboveground tank and/or 1,110 underground tank) and chemical storage (185-gallon aboveground tank and/or any size underground tank)shall not be present on site. Construction materials typically present on construction sites, include but are not limited to the following: • Building Products: Asphalt sealants, copper flashing, roofing materials, adhesives, concrete admixtures, and gravel and/or mulch stockpiles; • Chemicals: Pesticides, herbicides, insecticides, fertilizers, and landscape materials; • Petroleum Products: Diesel fuel, oil, hydraulic fluids, gasoline, etc.; • Hazardous or Toxic Waste: Paints, caulks, sealants, fluorescent light ballasts, solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids; • Sanitary Facilities: Portable toilets; and • Construction Debris: Fill, vegetative debris, stumps, and construction waste. Specific quantities cannot be estimated until the construction methodology and contractor(s) are secured for construction. 8.2 Construction Housekeeping The Owner/Operator or the Contractor shall coordinate with local fire officials regarding on- site fire safety and emergency response. The Contractor shall keep the Construction Supervisor and the Qualified Inspector/Qualified Professional aware of chemicals and waste present on site. The Contractor shall periodically conduct safety inspections at the Project Site to identify housekeeping issues and employ spill prevention procedures. 8.2.1 Material Stockpiling Material resulting from clearing and grubbing, grading, and other construction activities, or new material delivered to the Project Site, shall be stockpiled upslope of disturbed areas. The stockpile areas shall have the proper erosion and sediment controls installed to prevent the migration of sediments and materials. 8.2.2 Staging, Storage, and Marshalling Areas Construction materials and equipment should be stored in designated staging areas as indicated on the Construction Drawings or as directed by the Project Engineer(or Qualified Inspector). The staging, storage, and marshalling areas should be located in an area that minimizes impacts to stormwater quality. Chemicals, solvents, fertilizers, and other toxic materials must be stored in waterproof containers and must be kept in the proper storage facilities, except during use or application. Runoff containing such materials must be collected and disposed at an approved solid waste or chemical disposal facility. 15 Stormwater Management Control Plan Town of Southold Landfill Solar Project Bulk storage of materials will be staged at the Project marshalling yard per SDS specification and Environmental Health and Safety Standards, whichever is more restrictive. Contractor marshalling yards may be associated with other projects not covered under this SMCP. If the marshalling area is associated with this SMCP, the yard shall be inspected by the Qualified Inspector until Project-related activities have ceased. A Qualified Inspector shall inspect the marshalling yard to assess for environmental impacts prior to and throughout its use. If additional marshalling yards are required, they must abide by this SMCP. Amendments shall be made to the SMCP, as necessary, for the additional marshalling areas. 8.2.3 Equipment Cleaning and Maintenance All on-site construction vehicles, including employee vehicles, shall be monitored for leaks and shall receive regular preventative maintenance to reduce the risk of leakage. Any equipment leaking oil, fuel, or hydraulic fluid shall be repaired immediately or removed from the Project Site. Construction equipment and Contractor personal vehicles shall be parked, refueled, and serviced at least 150 feet from a wetland, waterbody, or other ecologically sensitive area, at an upland location away from conveyance channels, unless approved by the Qualified Inspector/Qualified Professional. Where there is no reasonable alternative, refueling may occur within these setbacks, but only under the observation of the Qualified Inspector or Trained Contractor and after proper precautions are taken to prevent an accidental spill. The Contractor shall take precautions to ensure that drips, spills, or seeps do not enter the ground. The use of absorbent towels and/or a portable basin beneath the fuel tank is recommended. Refueling activities shall be performed under continual surveillance with extreme care. In the event of a release, the spill shall be promptly cleaned up in accordance with the spill response and clean up procedures. Petroleum products and hydraulic fluids that are not in vehicles shall be stored in tightly sealed containers that are clearly labeled. All gasoline and fuel storage vessels with a greater-than-25-gallon capacity must have secondary containment constructed of an impervious material and be capable of holding 110 percent of the vessel capacity. Equipment and vehicle washing shall not be conducted on site. The use of soaps, detergents, and solvents shall not be prohibited on site. In the event that any equipment or vehicle must be washed or cleaned prior to leaving the site, it must be done so at least 100 feet from a wetland, waterbody, or ecologically sensitive area, at an upland location away from conveyance channels. 8.2.4 Material Washout Areas Designated washout areas for concrete, stucco, paint, form release oils, curing compounds, and other construction materials shall be provided as needed to allow trucks to wash out or discharge surplus materials and wash water on site. The washout areas shall be a diked impervious area, located a minimum of 100 feet from a drainage way, waterbody, or wetland area. The washout areas should be designed to prevent contact between the wash water and stormwater. The designated washout areas shall have the proper signage to indicate the location of the facility. The Contractor is responsible for the maintenance of the washout areas. Waste collected at the washout areas shall be disposed as non-hazardous construction waste material. 16 Stormwater Management Control Plan Town of Southold Landfill Solar Project The washout areas should not be filled beyond 95-percent capacity and shall be cleaned once 75-percent capacity has been met, unless a new facility has been constructed. Any concrete washout areas should have sufficient volume to contain the concrete waste resulting from washout and a minimum freeboard of 12 inches. Refer to the SSESC and SMDM for guidance on the construction and use of concrete washout areas. 8.3 Waste Management The Contractor shall comply with all required regulations governing the on-site management and off-site disposal of solid and hazardous waste generated during construction of the Project. Substances and materials with the potential to pollute surface and groundwaters must be handled, controlled, and contained as appropriate to ensure they do not discharge from the Project Site. A solid waste management program will be implemented to support proper solid waste disposal and recycling practices. Solid waste and debris that cannot be recycled, reused, or salvaged shall be stored in on-site containers for off-site disposal. The containers shall be emptied periodically by a licensed waste transport service and hauled away from the site for proper disposal. No loose materials shall be allowed at the Project Site and all waste material shall be disposed promptly and properly. The burning of crates, waste, and other refuse is not permitted. If a hazardous material spill occurs, it must be contained and disposed immediately. Contaminated soil shall be removed from the Project Site and disposed in accordance with product-specific SIDS and associated guidelines. Reporting spills to the NYSDEC may be required per 17 New York Code, Rules and Regulations 32.3 and 32.4, and the Environmental Conservation Law 17-1734. 9.0 Post-Construction Operation and Maintenance Post-construction operation and maintenance (O&M) activities shall be performed in accordance with the O&M Manual provided in Appendix I of this SMCP and the requirements outlined in the Section 3.5 of the SMDM. Post-construction operation and maintenance shall occur once SMPs have been installed and are in operation, and the disturbed areas have achieved final stabilization. 17 Appendix A — Agency Guidance - NYSDEC Policy DMM-4- - Town of Southold General Legislation, Chapter 236 - A Appendix A — NYSDEC Policy DMM-4 A DMM-4 / Photovoltaic Solar Projects at Closed Solid Waste Landfills New York, State Department of Environmental Conservation DECProgramPolicy Issuing Authority: Dereth Glance Title: Deputy Commissioner, Office of Remediation & Materials Management Date Issued: 01/04/2023 Last Date Revised: I. Summary: The New York State Department of Environmental Conservation (Department) Division of Materials Management is supportive of solar projects located at closed solid waste landfills, which align with the Climate Leadership and Community Protection Act mandate of 6 gigawatts of photovoltaic solar generation by 2025. While not every closed landfill in the state is suitable for placement of a photovoltaic (PV) solar array system, landfills with preferable site characteristics have the opportunity to generate clean, renewable energy and to create revenue from land that has limited opportunities for reuse. The feasibility of siting a PV solar array system on a landfill depends on numerous site-specific characteristics which may include: final cover configurations; pre-existing engineered cover systems; condition of vegetative covers; landfill grades and topography, stability and anticipated settlement; waste composition; storm water management systems; erosion control systems; and leachate and gas collection and treatment systems. This policy describes the procedure and considerations to be used by Department staff when reviewing PVsolar projects located at closed solid waste landfills and identifies the required information that must be provided for review and approval of these projects. II. Policy: The Department supports the use of renewable energy and the development of alternative end uses at closed solid waste landfills. End uses such as wildlife habitats, parks, or golf courses at closed solid waste landfills can provide benefits to surrounding communities and the environment. Use of the closed solid waste landfills for PV solar projects is a practical end use that also yields renewable energy. This policy has been established to ensure consistency in the review and approval of the construction, installation, and operation of a PV solar array on a closed solid waste landfill or 1 on any adjacent property used for monitoring or environmental control systems. This policy will also ensure that the integrity of the existing cover system at the landfill will continue to be maintained during construction pursuant to the end use provisions of 6 NYCRR 363-9.7. III. Purpose and Background: Pursuant to the end use provisions of 6 NYCRR 363-9.7, the Department has review and approval authority both during and after the post-closure period over planned end uses at closed solid waste landfills that may disturb the integrity of the final cover, liners or any other components of the containment system or the function of the monitoring or environmental control systems. This approval authority includes the installation of PV solar array system on a closed landfill, or on adjacent property used for monitoring or environmental control systems. In reviewing these projects, the Department must be assured that the integrity of the existing cover system at the landfill will continue to be maintained. As described below, the project documents must demonstrate that the PV solar array will not interfere with the function of the existing landfill cover system or with access for site maintenance and will not result in increased potential for erosion or unauthorized release of landfill gas. IV. Responsibility: The responsibility for implementing, interpreting, and updating this policy lies with the Bureau of Solid Waste Management in the Division of Materials Management (DMM). DMM program staff are responsible for implementing this policy with input from other involved Department Divisions (e.g., Office of General Counsel). V. Procedure: Prior to commencement of installation of any project components, the owner of a closed solid waste landfill, referred to hereinafter as the landfill owner, seeking to install a PV solar array system on the closed solid waste landfill must submit a written request for Department approval to the Regional Materials Management Engineer located in the Department Region in which the landfill is located. It is suggested that a pre-submittal conference be held as early as possible in project development to discuss the project and to become familiar with the major items that need to be addressed. All engineering plans, reports, manual modifications, drawings, and specifications must comply with the requirements of section 7209 of the New York Education Law and all appropriate provisions of the 6 NYCRR Part 360 Series. Engineering plans, reports, drawings, specifications, programs and manuals submitted to the Department must be certified by an individual licensed to practice engineering in the State of New York. The written request for Department approval must contain, at a minimum, the following 2 elements: 1. Modification of any existing Post-Closure Monitoring and Maintenance Manual for the landfill to address any changes to the maintenance or monitoring of the final cover system or landfill site resulting from construction of the PV solar array system. Landfills that do not have a Post-Closure Monitoring and Maintenance Manual must submit a report that includes sufficient information to demonstrate that cover integrity, vegetation, drainage and drainage structures, gas venting structures, and any other related system will be maintained after construction and during operation of the PV solar array. a. The modified manual or report must detail how maintenance of the final cover system, including vegetation around all PV solar array structures, will be addressed, including measures for replacement of vegetative cover should the PV solar array cause erosion or damage due to shading or concentrated water flow from PV solar array panels. b. The modified manual or report must also include a plan for maintenance of the PV solar array and any increased site evaluation that may be associated with the secondary use. 2. Construction level drawings and plans including cross-section details of the PV solar array that provide sufficient detail to allow for evaluation of the solar module design. Drawings and plans must include, at a minimum, support frames, electrical equipment and components, rubber and concrete sleepers, ballast anchoring system, and electrical conduit as they relate to the landfill final cover system. The drawings should also provide locations of all temporary and/or permanent access roads. 3. An engineering report addressing, at a minimum: a. PV solar array design. The report must include a detailed description of the array system, including the number of panels and rows, design of the rack and ballast system, and wiring conduit systems. i. Grounding electrodes must be located outside of the landfill footprint. ii. Design of the array system must allow for maintenance of the final cover system. This maintenance includes vegetation maintenance and mowing, gas system repair, and site monitoring and inspections. b. Settlement, slope failure, and slippage. The report must include a stability analysis demonstrating that the placement of the PV solar array will be geotechnically stable. The report must include calculation of the maximum anticipated load from the PV solar array system. i. The stability analysis must include any additional load of items utilized during construction such as heavy equipment. ii. The settlement analysis must include concrete pads and racking systems that are placed on the landfill cover system. 3 M. The report must address potential differential settlement that is a particular risk to array piers, footings, and electrical conduits and that can alter the position of solar panels in relation to the sun. c. Stormwater control and erosion. The design must evaluate precipitation from a 25-year 24-hour storm event at the landfill location. Stormwater runoff calculations should be included for drainage ditches, swales and retention ponds. The report must also include a discussion of any changes in stormwater management practices as a result of solar panel construction. d. Landfill gas management. The report must address potential gas migration pathways and the impacts, if any, of the array on the landfill's gas management system. i. Buildings, electrical equipment, and subsurface utility conduits can become landfill gas receptors and accordingly all buildings must be designed to prevent the accumulation of gas within the structure. ii. Utility lines in close proximity to the landfill should be located above ground when feasible. Buried utility lines should be designed to minimize the potential for landfill gas to enter the conduit and create a safety (e.g., explosion, fire) or health hazard. An updated gas survey must also be provided. iii. For conduits placed aboveground, placement of conduits on stone should be considered to reduce maintenance issues related to mowing and trimming vegetative growth. It is the Department's experience that placement of invertors at the end of rows and running all wires on racks minimizes the number of conduits on or underground and may also minimize maintenance efforts. e. Wind and snow. The report must include wind uplift calculations to confirm the solar panel ballast design will prevent components from blowing over and damaging the final cover system. Wind and snow accumulation increase the loads placed on array components and can increase the stress applied to the support structures. Designs at solid waste landfills that are located in areas prone to significant wind or snowfall may need to consider the use of solar panels and mounting systems that are certified for higher mechanical loading. f. Construction techniques. i. The report must include a discussion of construction techniques that will be utilized to protect the final cover system. ii. Equipment used during construction must not exert loads that exceed 10 psi. If loads greater than 10 psi cannot be avoided during construction, the report must include a demonstration that the cover system can withstand the increased loading without damage. 4 iii. The report should also address the use of temporary roads, utilization of boot systems for punctures that cannot be avoided, flagging of gas vents and monitoring wells, utility burial precautions, etc. g. Contingency plan. The contingency plan in the Post-closure Monitoring and Maintenance Operations Manual must be modified as necessary to include responses to potential problems such as erosion or construction-related damage to the final cover system, and detection of unsafe concentrations of explosive gas. If a contingency plan does not currently exist, one addressing these and other potential issues must be prepared. 4. A copy of the agreement between the landfill owner and the owner or operator of the PV solar array system that ensures that the integrity of the cover system is maintained throughout the operation of the solar panel system and that the PV solar array system will not interfere with post-closure or custodial care monitoring and maintenance of the landfill, if applicable. Department Review of PV Solar Project Submissions: 1. The Department will review the project submissions to be reasonably assured that construction, operation, and maintenance of the project will not compromise the final cover system of the landfill, will not interfere with access for site maintenance, will not result in increased potential for erosion, or will not result in the unauthorized release of landfill gas. 2. The Department has jurisdiction over the landfill owner related to 6 NYCRR 363 requirements. If the integrity of the final cover system is compromised for any reason, including actions of the owner or operator of the PV solar array system, the landfill owner is responsible for any necessary actions including timely and adequate repair. 3. The Department will notify the landfill owner of approval in writing, and may include conditions on the approval such as notification requirements or a Professional Engineer certification that the construction and installation was in accordance with the approved plans and documents. 4. Department approval will not relieve the landfill owner and the owner or operator of the PV solar array system from their obligation to comply with any other applicable federal, state and local laws and regulations. 5. Landfill owner and the owner or operator of the PV solar array system must recognize that disruption of electric generation may be required if repair of the cap system is necessary. 5 6. The Department retains the right to inspect the facility pursuant to 6 NYCRR 360.7. VI. Related References: • 6 NYCRR Part 360 Series, November 4, 2017 • Section 7209 of the New York Education Law 6 Appendix A — Town of Southold General Legislation, Chapter 236 A Town of Southold,NY § 236-13 § 236-15 ARTICLE 11 Requirements for All Stormwater Discharges § 236-13. Requirements for all stormwater discharges. For all stormwater discharges, responsible parties shall implement and maintain operational source controls to include but not be limited to: A. Installation of drainage control structures to contain and recharge all runoff generated by development. B. Maintaining private roads, streets, driveways,parking lots and walkways. C. Identifying and eliminating unauthorized connections to Town drainage control systems and public rights-of-way. D. Maintaining and protecting natural drainage patterns. E. Maintaining and protecting natural watersheds. F. Identifying and eliminating stormwater that is generated by the proposed development from discharging to adjacent properties. § 236-14. Requirements for all land-disturbing activities or impervious surfaces. All land-disturbing activities or addition or replacement of impervious surfaces shall provide temporary and permanent construction controls and shall be required to contain a two-inch rainfall on site, even where an approval of the SMO is not required under this chapter. All applicants for municipal permits shall demonstrate to the satisfaction of the SMO that the proposed activities can meet this standard, either by the installation of gutters, leaders, dry wells or other measures,prior to the issuance of such a municipal permit. § 236-15. Activities requiring stormwater management control approval. None of the following activities shall be undertaken until an approval of the SMO has been issued under the provisions of this chapter. A. Clearing, grubbing, grading or stripping which affects more than 5,000 square feet of ground surface. B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. C. Site preparation on slopes which exceed 10 feet of vertical rise to 100 feet of horizontal distance. D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. E. Site preparation within the one-hundred-year floodplain as depicted on FIRM of any watercourse. F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-15 § 236-17 prior approval of a stormwater management control plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. § 236-16. Compliance. A. All development, construction, excavation and landscaping activities regulated by this chapter shall be conducted in accordance with an approved stormwater management control plan. B. Where a subdivision plat or site plan approval has been obtained and drainage has been addressed to the satisfaction of the SMO, the SMO may consider such approval in satisfaction of these requirements. However, all development on individual lots in an approved subdivision shall remain subject to these requirements on an individual basis. § 236-17. Application process. A. Any applicant for a municipal approval to conduct a development, construction, construction activity, land development activity or excavation activity within the Town of Southold shall complete a stormwater assessment form to assist in determining compliance with this chapter. Applicants that meet the threshold set forth above and require a stormwater management control approval shall also submit a stormwater management control plan to the Board/Town department reviewing the municipal approval application. B. Upon receipt by the Board/Town department reviewing the application to conduct any activity regulated by this chapter, the Board/Town department reviewing the municipal approval application shall refer the proposed stormwater management control plan to the SMO for comment and recommendation.No municipal approval shall be issued for activities requiring a Stormwater Management Control approval, nor shall any application therefor be deemed complete, until the SMO has first issued his or her approval of the stormwater management control plan. C. Such plan shall contain the following elements where required by the SMO, which may be integrated into a site plan or subdivision plat submitted for approval pursuant to applicable Town law: (1) A general location map drawn to a scale of not less than 2,000 feet to one inch showing the relationship of the site to its general surroundings. (2) A plan of the site drawn to a scale of not less than 60 feet to the inch showing the location and description of property boundaries, site acreage, existing natural and man- made features on and within 500 feet of the site boundary, including roads, structures, water sources, drainage structures,utilities,topography including existing contours with intervals of not more than five feet where the slope is 10% or greater and not more than two feet where the slope is less than 10%, test hole indicating soil characteristics, location of wooded areas, the depth to seasonal high water table and a copy of the soil conservation district soil survey. (3) Background information about the scope of the project and location and description of proposed changes to the site and existing development on the site, which includes: Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-17 § 236-17 (a) All improvements, including total area of land disturbance and total site area. (b) All excavation, filling, stripping and grading proposed to be undertaken, identified as to the depth, volume, and nature of the materials involved; (c) All areas requiring clearing, identified as to the nature of vegetation affected; (d) All areas where topsoil is to be removed and stockpiled and where topsoil is to be ultimately placed; (e) All temporary and permanent vegetation to be placed on the site, identified as to planting type, size, and extent; (f) All temporary and permanent stormwater runoff control measures identified as to the type of facility, the materials from which it is constructed, its dimensions, and its capacity in cubic feet, including soil stabilization techniques and stormwater drainage and storage systems, including ponds, recharge and sediment basins. (g) The anticipated pattern of surface drainage during periods of peak runoff, upon completion of site preparation and construction activities, identified as to rate and direction of flow at all major points within the drainage system; (h) The location of all roads, driveways, sidewalks, structures, utilities, and other improvements, including temporary access and construction staging areas; and (i) The existing and final contours of the site at intervals of not more than five feet where the slope is 10% or greater and not more than two feet where the slope is less than 10%. (4) A schedule of the sequence of installation of planned soil erosion, sedimentation and stormwater runoff control measures as related to the progress of the project, including anticipated starting and completion dates. (5) Construction phasing plan describing the intended sequence of construction activities, including clearing and grubbing, excavating and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance. (6) Description of pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in stormwater runoff. (7) A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented. (8) Description of construction and waste materials expected to be stored on site with updates as appropriate, and a description of controls to reduce pollutants from these materials, including storage practices to minimize exposure of the materials to stormwater, and spill prevention and response. Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-17 § 236-18 (9) Temporary and permanent soil stabilization plan that meets the requirements of the most current version of the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization. (10) A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbances; areas that will not be disturbed; existing vegetation on site and adjacent off-site surface water(s) wetlands and drainage patterns that could be affected by the construction activity; existing and final slopes; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of stormwater discharge(s); and the specific location(s), size(s), and length(s) of each erosion and sediment control practice. (11) Dimensions, material specifications and installation details for all erosion and sediment control practices, including the siting and sizing of any temporary sediment basins. (12) Temporary practices that will be converted to permanent control measures. (13) Implementation schedule for staging temporary erosion and sediment control practices, including the timing of initial placement and duration that each practice should remain in place. (14) Maintenance schedule to ensure continuous and effective operation of the erosion and sediment control practices. (15) Name(s) of the potential surface waters of the State of New York and/or the receiving MS4. (16) Delineation of stormwater management control plan implementation responsibilities for each part of the site. (17) Description of structural practices designed to divert flows from exposed soils, store flows, or otherwise limit runoff and the discharge of pollutants from exposed areas of the site to the degree attainable. (18) Any other existing data that describes the stormwater runoff at the site. (19) The applicant must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing,repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP. § 236-18. Performance standards for approval of stormwater management control plan. A. The site erosion, sedimentation and stormwater runoff control measures shall be appropriate for existing topography, vegetation and other salient natural features of the site. The plan shall indicate that the development will preserve natural features, minimize grading and cut and fill operations, ensure conformity with natural topography, and retain natural vegetation and trees to the maximum extent practicable in order to create the least erosion potential and adequately handle the volume and rate or velocity of surface water runoff. Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-18 § 236-18 B. Site grading, excavation and filling shall minimize destruction of natural vegetation, the potential for erosion, sedimentation and stormwater runoff and the threat to the health, safety and welfare of neighboring property owners and the general public. C. Erosion, sedimentation and stormwater runoff shall be controlled prior to, during, and after site preparation and construction. During grading operations, appropriate measures for dust control shall be undertaken. D. Areas exposed by site preparation shall be protected during site construction with hay bales, silt fencing,temporary vegetation and/or mulching to meet the requirements of the NYSDEC Erosion Control Manual. E. Natural drainage patterns shall be protected and incorporated into site design. Where natural drainage patterns are demonstrated to be adversely affecting a beach or surface waters of the State of New York, as defined herein, drainage patterns may be altered in a manner which reduces the threat to such beach or surface waters of the State of New York, as defined herein, and does not create other flooding or erosion problems. F. Site preparation, including stripping of vegetative cover and grading, shall be undertaken so that no individual building site is stripped of its vegetation cover more than 30 days prior to commencement of construction. Soils exposed or disturbed by site preparation shall remain so for the shortest practical period of time during site clearing, construction and restoration. G. Disturbed soils shall be stabilized and revegetated or seeded as soon as practicable. During the interim, erosion protection measures such as temporary vegetation, retention ponds, recharge basins, berming, silt traps and mulching shall be used to ensure that sedimentation is minimized and mitigated. H. In no case shall stormwater be diverted to another property either during site preparation or after development. In appropriate cases, with the approval of the Superintendent of Highways, drainage control measures may be implemented in the right-of-way attendant to an adjacent Town highway, at the applicant's expense. I. During the construction period, disposal of stormwater runoff generated by development activity shall be handled on site. Baling, mulching, debris basins, silt traps, silt fencing, use of fibrous cover materials or similar measures shall be used to contain soil erosion on the site. J. All projects, regardless of the area of groundwater removal and/or grading, shall retain a natural vegetative buffer zone along water bodies, including wetlands and marshes, as may be required by Chapter 275 by the Board of Trustees.' If necessary, other forms of erosion control measures will also be included. K. Natural land features such as shallow depressions shall be used, wherever possible, to collect stormwater on site for recharge. L. Site designs shall minimize impermeable paving. ]. Editor's Note:See Ch.275,Wetlands and Shoreline. Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-18 § 236-18 M. Stormwater runoff shall not be directly discharged to surface waters of the State of New York, as defined herein. Stormwater pollutants shall not be discharged directly into a surface water of the State of New York, as defined herein, but shall be attenuated by using holding ponds, sedimentation basins, perimeter berming, vegetated buffer areas and other measures that reduce flow velocity and increase storage time. Pollutants shall not be discharged into wetlands. In addition, any filtering devices constructed as part of the drainage system must be adequately maintained in order to function properly. N. All wetland vegetation shall be maintained. Dredging and site construction should not disturb wetlands either by direct removal of vegetation or substrate or by the alteration of adjacent slopes that would undermine the stability of the substrate unless permitted by Chapter 275. Grading equipment shall not be allowed to enter into or cross any watercourse or wetland without an approved SWPPP, Department approval, or in compliance with Chapter 275. O. Subsurface sediments shall be maintained to provide structural support for the soils of the wetlands. P. The elevation of a wetland shall not be altered unless it is part of a wetland restoration project approved by the Town and/or the Department. Q. No vegetation required by any agency as a buffer to a natural protective feature shall be disturbed by grading, erosion, sedimentation, or direct removal of vegetation. R. Fill shall not encroach on natural watercourses, constructed channels, wetlands, or floodway areas. All fill shall be compacted at a final angle of repose which provides stability for the material, minimizes erosion and prevents settlement. All temporary stockpiles and/or graded areas shall be protected with erosion control measures to include, but not be limited to, hay bales, silt fencing, and vegetation to meet the minimum requirements of the New York State Stormwater Design Manual. S. Trails and walking paths along water bodies shall be sited and constructed so they are not a source of sediment, as may be required by Chapter 275 z and/or as part of an approved SWPPP. T. The amount and velocity of runoff from a site after development shall approximate its predevelopment characteristics. However, if the site is adjacent to coastal waters, stormwater shall be contained on site, to the maximum extent practicable, to prevent direct discharge of runoff to coastal waters. U. Natural floodplains and drainage swales shall not be altered or disturbed in a manner which decreases their ability to accommodate and channel stormwater runoff and floodwaters. If no practicable alternative to the location of development, roadway, driveways, and similar surfaces within these areas exists, such facilities shall be sited and constructed to minimize and mitigate the amount and velocity of stormwater entering the channel, floodplain or swale and to approximate the original functions of the undisturbed condition. V. No land having a slope equal to or greater than 20% shall be developed or disturbed except for conservation measures or measures intended to remove debris which inhibits the 2. Editor's Note:See Ch.275,Wetlands and Shoreline. Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Town of Southold,NY § 236-18 § 236-18 functioning of natural or engineered drainage and erosion control measures except accessways to shorelines permitted by Chapter 275. Natural vegetation and topography shall be retained to stabilize soils and reduce the volume of stormwater overflow. W. On lands having slopes of less than 20%but composed of highly erodible soils, development proposals shall include consideration of the load-bearing capacity of the soils. Unless it can be demonstrated that the soils can be stabilized with a minimum of on-site disturbance and no adverse impacts to the stability of neighboring properties, the development proposal shall not be approved as submitted. X. All permanent and/or final vegetation and mechanical erosion control measures called for in approved plans shall be installed within the time limits specified by the Stormwater Management Officer, and no later than the time limits specified by the Stormwater Management Officer or noted in the stormwater management control plan. Downloaded from https://ecode360.com/SO0452 on 2024-07-03 Appendix B — Site Location Map e rr` a,. . 0 pu Duck ";�� `• Bap P p' nd �fr a"fzint 00,010000 fr � } 1000 m i ,✓ SITE `S r' uumuuuwiII11000000,0000 r� Cutchogi"e /i6iiitmtTirr a WtlOM Cem00 r• p ckutchog6ii 0" � P a Long Islando;o/ W \ w °r 00 00 d s � e s ✓ cxT ,„Cs ..w,.� , `,...,., � r� l�� P 5 This report includes information from the following reap sheet(s). zql w 0 dines 0,25 0.5 m NW N NE TP,Mattituck Wits,s,2019,7.5-minute SITE NAME, Southold Landfill NE,Southold,2019,7,5-miriule ADDRESS 6155 COX Ln o Cutchogue,NY 11935 g ' j �a R�oL o , SW S SE PROJECT: SOUTHOLD LANDFILL SOLAR PROJECT DRAWN BY: H.DELGADO STORMWATER MANAGEMENT CONTROL PLAN CHECKED BY: A.REXROAT asIlll m 6155 COX LANE,CUTCHOGUE, NY 11935 APPROVED BY: S.MEERSMA Tac TAX ID: 1000-096-00-01-00-017-005 DATE: FEBRUARY 2023 TITLE: PROJ.NO.: 480459.0000.0000 o¢ 1407 Broadway,Suite 3301 z New York,NY 10018 SITE LOCATION MAP SM!COMM FILE: - z Phone:212.221.7822 N� www.TRCcompanies.com r FIGURE 1 �o Appendix C — Site Plans c Cu O N SOLAR PROJECT O CO O `O .. N m f) Z N ~ Y O tt O N 3 � SOUTHOLD LANDFILL Za o 0 0 0 0 0 TOWN OF SOUTHOLD 00 6155 COX LANE Z U CUTCHOGUE NY 11935 � U LAT/LONG : 41 . 031004 , Wo ( � M Q > �N70 GENERAL NOTES FOR CONTRACTOR PROJECT DESCRIPTION PROPERTY SUMMARY VICINITY MAP SCALE: 1" =4,000 FT �N� ` � � �>C>D w 1. THE CONTRACTOR WILL COMPLETE ALL WORK TO THE SATISFACTION OF SUMMIT RIDGE ENERGY THE PROJECT INVOLVES THE CONSTRUCTION OF AN APPROXIMATELY 4.60 MEGAWATT DIRECT CURRENT (DC), PAREL NO: 1000-96.-1-17.5 " Zo V) (SRE) IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THESE PLANS DO NOT COMPLETELY 3.06 MEGAWATT ALTERNATING CURRENT AC FIXED TILT SOLAR SYSTEM ON THE PREVIOUS SOUTHHOLD LAND " " '7 U�tn PROVIDE SPECIFIC INSTRUCTIONS/MEANS AND METHODS REQUIRED TO SEQUENTIALLY BUILD THE ( ) ADDRESS:6155 COX LN, CUTCHOGUE, NY 11935 L( u SOLAR PROJECT. THE CONTRACTOR SHALL CONSTRUCT ALL SITE FEATURES SHOWN ON THESE FILL IN SUFFOLK COUNTY, N.Y. LOCATED OFF OF COX. LN. SLOPES ON SITE VARY FROM ^5-20%. THE SOLAR La PLANS IN ACCORDANCE WITH ALL APPLICABLE RULES, REGULATIONS, AND LAWS APPLICABLE AT RACKING WILL REST ON CONCRET BALLAST BLOCKS AND LIMITED DISTURBANCE TO THE LANDFILL CAP IS LOCATION:41.031004,-72.499198 } V) ANTICIPATED. THE TIME OF' CONSTRUCTION. OWNER TOWN OF SOUTHOLD THE TOWN OF SOUTHOLD INITIATED OPERATIONS AT THE LANDFILL IN 1920 FOR THE DISPOSAL OF MUNICIPAL ^> , 2. THE CONTRACTOR SHALL ACCEPT THE SITE AS IT EXISTS AT THE TIME OF THE EPCA SIGNATURE. SOLID WASTE, REFUSE, DEBRIS AND SCAVENGER WASTE. IT WAS OPERATED CONTINOUSLY UNTIL 1993 WHEN IT COUNTY: SUFFOLK THE CONTRACTOR WILL DETERMINE THE QUANTITY OF WORK NECESSARY TO COMPLETE THE WAS CLOSED AND CAPPED. THE CAP CONSISTS OF A 6" TOPSOIL LAYER, A BARRIER PROTECTION LAYER PROJECT. SIRE MAKES NO GUARANTEE WITH REGARDS TO THE ACCURACY OF OF THE SURVEY LOT SIZE: 60.02 AC A `4 CONSISTING OF 12" OF CLEAN FILL, A GEOCOMPOSITE DRAINAGE LAYER, A GEOMEMBRANE CAP, AND A GAS INFORMATION OBTAINED DURING THE DUE DILIGENCE STAGE. THE CONTRACTOR WILL VENTING LAYER CONSISTING OF SAND. THE CAP IS CONSTRUCTED ON APPROXIMATELY 2.5 FEET OF COMPACTED w THOROUGHLY INSPECT THE SITE PRIOR TO BID IN ORDER TO FIELD VERIFY EXISTING SITE ZONING: LI (LIGHT INDUSTRIAL) SILTY SAND WITH UP TO 10 FEET OF COMPACTED FILL. DURING CLOSURE, A MINIMUM OF 18 INCHES OF SOIL CONDITIONS; CORRELATE CONDITIONS WITH THE DRAWINGS; AND, RESOLVE ANY POSSIBLE CONSTRUCTION CONFLICTS WITH SIRE PRIOR TO MOBILIZATION. THE CONTRACTOR SHALL COVER WAS PLACED OVER THE GEOMEMBRANE,THE MINIMUM FINAL COVER THICKNESS IS TO BE MAINTAINED. EXISTING USE: CAPPED LANDFILL AND MUNICIPAL WASTE TRANSFER STATION ' LONG ISLAND SOUND PERFORM ADDITIONAL TOPOGRAPHIC SURVEYS HE/SHE DEEMS NECESSARY. s y PV ARRAY SUMMARY PROPOSED USE: SOLAR ENERGY GENERATION , v . mej1r SITE LOCATIO 3. THE CONTRACTOR SHALL PROVIDE A WRITTEN REQUEST FOR INFORMATION (RFI) TO SIRE PRIOR LIMITS OF DISTURBANCE: -39.87 AC TO CONSTRUCTION OF ANY MODIFIED PROJECT ELEMENT. THE RFI SHALL BE IN AN ACCEPTABLE DC SYSTEM SIZE (kW) 4,607.52 FORMAT TO PROJECT MANAGER AND WILL BE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. APPROXIMATE SITE AVERAGE ELEVATION: 70' H � AC SYSTEM SIZE (kW) 3,067 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE WORK ITEMS CONSTRUCTED DIFFERENTLY THAN INTENDED OR AS DEPICTED ON THE PLANS. DC/AC RATIO 1.50 HANWHA Q.PEAK DUO MODULE 4. THERE MAT BE ADDITIONAL NOTES, SPECIFICATIONS, AND REQUIREMENTS CONTAINED XL-G11.3/BFG 25 THROUGHOUT THE PLAN SET AS WELL AS REFERENCES TO SPECIFICATIONS FROM APPLICABLE MODULE POWER (W) 580 Tft � ,r S. GOVERNING AUTHORITIES AND INDUSTRY STANDARDS. IT IS THE CONTRACTOR'S RESPONSIBILITY a TO OBTAIN, REVIEW AND ADHERE TO ALL THESE DOCUMENTS. STRING LENGTH 24 STRING QUANTITY 662 " .w,A m.ut A A 5. CONTRACTOR IS CAUTIONED THAT ALL CONSTRUCTION STAKEOUT FOR THIS PROJECT MUST BE MODULE QUANTITY 7,944 ,.,R •�w rC, ,, ! 0.r COMPLETED FROM THE SITE SPECIFIC SURVEY CONTROL (HORIZONTAL AND VERTICAL) UPON SETBACKS WHICH THE DESIGN IS BASED. THE CONTRACTOR SHOULD NOT RELY ON OR RE-ESTABLISH SURVEY RACKING QUANTITY 662 (2X6) ""' �- f `" � ,w�E" ''i .5 CONTROL BY GPS OR OTHER METHODS FOR USE IN CONSTRUCTION STAKEOUT OR ANY OTHER ) M o+_ ,. I R �,,� o PURPOSE FOR THIS PROJECT. ANY DISCREPANCIES BETWEEN THE EXISTING HORIZONTAL OR SIEMENS KACO MINIMUM YARD SETBACK REQUIRED EXISTING PROPOSED m � INVERTER VERTICAL DATA SHOWN ON THESE DRAWINGS AND THAT ENCOUNTERED IN THE FIELD MUST BE BLUEPLANET 125-TL3-INT FRONT: 100' NIA 146' REPORTED TO THE DESIGN TEAM PRIOR TO CONSTRUCTION FOR RESOLUTION. F, .; -. .*` INVERTER QUANTITY 25, DERATED 98% SIDE: 20 N/A 136 �w ,,, 4'.-" : N 6. UNDERGROUND UTILITIES AND INFRASTRUCTURE ARE LOCATED IN OR NEAR THE SITE AND MAY BE SIDE (BOTH): 40' N/A 271' r.. 'fi i .,_ .: z,, "' , REAR: 70' N/A 78' LITTLE PECONIC BAY „ PRESENT IN AREAS OF PROPOSED WORK. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING AZIMUTH 180° AND LOCATING UNDERGROUND UTILITIES AND INFRASTRUCTURE PRIOR TO WORK. IF CONFLICTS TILT ANGLE 200 " • `- ' 4" �.r.e,., ' � ; FWITH PROPOSED WORK ARE OBSERVED, CONTRACTOR SHALL NOTIFY OWNER IMMEDIATELY FOR MAXIMUM PV PANEL HEIGHT 8' N/A 8' PITCH ( T) 39.80 REVIEW. CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING ADJACENT TO EXISTING UNDERGROUND UTILITIES AND INFRASTRUCTURE. DAMAGED UTILITIES AND INFRASTRUCTURE INTER-ROW SPACING (FT) 24.80 SHALL BE REPAIRED AT THE EXPENSE OF THE CONTRACTOR. GROUND COVERAGE RATIO 0.38 ', " LEADING EDGE (FT) -2 yfI 1 ` z Drawn b *REQUIRED SETBACKS PER SECTION 280-62 OF THE SOUTHOLD CODE y A. REXROAT APPLICABLE CODES AND STANDARDS ABBREVIATIONS ADDITIONAL NOTES Design by: A. REXROAT INCLUDING BUT NOT LIMITED TO: AHJ AUTHORITY HAVING JURISDICTION INV INVERT -TOWN OF SOUTHOLD CODE (IN PARTICULAR SECTION 280 &SWM PROGRAM APPROX APPROXIMATELY IRS INTER ROW SPACING 1. THE PROJECT HORIZONTAL COORDINATES SYSTEM IS BASED ON NAD83 NEW YORK STATE PLANE(US SURVEY FEET, EAST ZONE, NY83-E). ELEVATIONS ARE BASED ON NAVD88 (US SURVEY FEET). Checked by: REQUIREMENTS;) BLDG BUILDING LAT LATITUDE 2. TOPOGRAPHY SHOWN ON THESE PLANS WAS COMPLETED BY LAND DESIGN ASSOCIATES ENGINEERING, SURVEYING AND LAND ARCHITECTURE D.P.C. USING A BASE & ROVER RTKGPS SYSTEM TO DEVELOP CONTOURS AT A 1 FOOT S. MEERSMA -NYSDEC REQUIREMENTS CBW COLLECTOR BANDWIDTH LONG LONGITUDE INTERVAL. -NYSDEC MEMORANDUM, DATED APRIL 6, 2018 REGARDING STORMWATER/SWPPP GUIDANCE CL CENTERLINE MOD MODULES 3. PROJECT PROPERTY BOUNDARIES ARE BASED ON INFORMATION PROVIDED BY LAND DESIGN ASSOCIATES ENGINEERING, SURVEYING AND LAND ARCHITECTURE D.P.C. LAND SURVEYING FROM A SURVEY COMPLETED IN JANUARY 2023. -NYSDEC EROSION AND SEDIMENT CONTROL HANDBOOK(BLUEBOOK) CMP CORRUGATED METAL PIPE NEC NATIONAL ELECTRICAL CODE 4. EXISTING UTILITIES ARE APPROXIMATE AND SHOULD BE VERIFIED BY CONTRACTOR. DIG SAFELY NEW YORK(811)SHALL BE NOTIFIED A MINIMUM OF 72-HOURS PRIOR TO COMMENCING ANY EXCAVATION. M DEMO DEMOLISH NTS NOT TO SCALE 5. NO PART OF THE SUBJECT PROPERTY LIES IN A SPECIAL FLOOD HAZARD AREA OR FLOOD HAZARD OR FLOOD PLAIN, HOWEVER DESIGNATED, AS DETERMINED BY OR IN ACCORDANCE WITH CRITERIA ESTABLISHED BY THE FEDERAL DIA DIAMETER OAE OR APPROVED EQUAL INSURANCE ADMINISTRATION OR AS DEFINED BY OR IN ACCORDANCE WITH CRITERIA ESTABLISHED BY ANY GOVERNMENTAL AUTHORITY HAVING JURISDICTION. (FLOOD ZONE X) 6. THIS IS A PRELIMINARY DESIGN PLAN PROVIDED FOR PERMITTING ONLY. FINAL DESIGN SHALL BE MODIFIED TO SUPPORT CONSTRUCTION, MATCH FINAL ELECTRICAL INTERCONNECTION STUDIES, EQUIPMENT PURCHASED, AND EL/ELEV ELEVATION OC ON CENTER POSSIBLE PERMIT CONSTRAINTS REVEALED DURING PROJECT'S REVIEW. EX EXISTING OD OUTSIDE DIAMETER 7. ALL WORK DETAILED ON THESE PLANS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, AND ANY OTHER APPLICABLE TECHNICAL REPORTS. WHERE INDICATED, STATE AND/OR LOCAL CODES AND FT FIXED TILT PAG POST ABOVE GRADE STANDARD SPECIFICATIONS SHALL APPLY. CK GALV GALVANIZED POI POINT OF INTERCONNECTION 8. THE CONTRACTOR SHALL ABIDE BY ALL LOCAL, STATE,AND FEDERAL LAWS, RULES AND REGULATIONS WHICH APPLY TO THE CONSTRUCTION OF THESE IMPROVEMENTS, INCLUDING STATE AND FEDERAL REQUIREMENTS. O GCR GROUND COVERAGE RATIO PV PHOTOVOLTATIC 9. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL EXISTING UTILITY LINES WITHIN OR ADJACENT TO THE CONSTRUCTION AREA.ANY DAMAGE TO EXISTING FACILITIES CAUSED BY CONSTRUCTION ACTIVITY SHALL BE REPAIRED HDPE HIGH DENSITY POLYETHYLENE PVC POLY VINYL CHLORIDE OR REPLACED AT THE CONTRACTOR'S EXPENSE. 10. CONSTRUCTION SHALL NOT OCCUR IN ANY PUBLIC RIGHTS OF WAY, PUBLIC OR PRIVATE EASEMENTS, BEYOND THE LIMITS OF DISTURBANCE, OR OUTSIDE THE PROPERTY LIMITS WITHOUT NECESSARY PERMITS AND APPROVALS. ANY ID INSIDE DIAMETER SAT SINGLE AXIS TRACKER -I IN INCHES SCH SCHEDULE PUBLIC OR PRIVATE PROPERTY OR IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE OWNER AT THE COST OF THE CONTRACTOR. J W 11. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT SHALL NOT OBSTRUCT DRIVEWAYS OR DESIGNATED TRAFFIC LANES. THE CONTRACTOR SHALL NOT STORE ANY EQUIPMENT OR MATERIAL WITHIN THE PUBLIC RIGHT OF WAY. IFC INTERNATIONAL FIRE CODE TTH TORQUE TUBE HEIGHT ILL �-- OVERNIGHT PARKING OF CONSTRUCTION VEHICLES ON PRIVATE PROPERTY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Z ILR INVERTER LOADING RATIO TYP TYPICAL 12. ALL PROPERTY CORNERS OR MONUMENTS DESTROYED DURING CONSTRUCTION SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE. ALL PROPERTY CORNERS MUST BE RESET BY A PROFESSIONAL LAND SURVEYOR LICENSED IN U o THE STATE OF NEW YORK. z W W 13. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING DRAINAGE THROUGHOUT THE CONSTRUCTION OF THE PROJECT. J O 14. CONTRACTOR SHALL FIELD FIT ALL PROPOSED CULVERT INVERTS TO PROVIDE POSITIVE DRAINAGE IN THE DIRECTION OF EXISTING SLOPES, ALL CULVERTS TO BE INSTALLED AT ADEQUATE DEPTHS AND TO DAYLIGHT. INLETS AND D RAW I ICJ G INDEX PROJECT DIRECTORY OUTLETS OF ALL CULVERTS TO BE STABILIZED WITH RIP RAP IN ACCORDANCE WITH EROSION CONTROL PLAN. 0 W O elf 15. THE CONTRACTOR SHALL SECURE PERMITS FROM THE STATE, COUNTY,AND TOWN AUTHORITIES AS NECESSARY BEFORE DRIVING CONSTRUCTION EQUIPMENT OVER AND ACROSS STATE, COUNTY OR TOWN MAINTAINED ROADS. J 0 _ PROJECT OWNER/APPLICANT: EPC: 16. ALL WORK IN THE PUBLIC RIGHT OF WAYS SHALL CONFORM WITH THE NEW YORK DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS, CONSTRUCTION AND MATERIALS", DATED JANUARY 1, 2019 OR CURRENT EDITION. SUMMIT RIDGE ENERGY 17. WETLANDS AND WATERCOURSES SHOWN IN THIS PLAN ARE SUBJECT TO FUTURE CONFIRMATION BY NYSDEC. 0 C-01 COVER SHEET < V CIVIL ENGINEER: 18. THE EROSION AND SEDIMENTATION CONTROL MEASURES FOR THIS PROJECT SHALL BE IN COMPLIANCE WITH THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) PREPARED FOR THE PROJECT. Q w C-02 KEY MAP LANDOWNER: TRC ENGINEERS, INC. 19. TREES AND OTHER VEGETATION IN AREAS OF IDENTIFIED CLEARING AND GRUBBING MAY BE REDUCED TO CHIPS BY THE USE OF CHIPPING MACHINES OR STUMP GRINDER AND BE PREPARED FOR USE AS EROSION CONTROL MIX. ALL = 'J OTHER CHIPS AND WOOD WASTE RESULTING FROM CLEARING AND GRUBBING OPERATIONS SHALL BE DISPOSED OF OFF-SITE AT AN APPROPRIATELY LICENSED FACILITY AND IN A MANNER AS APPROVED BY THE OWNER. O TOWN OF SOUTHOLD (� 0 20. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO AVOID DAMAGE TO EXISTING IMPROVEMENTS AND FACILITIES TO REMAIN IN PLACE. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND REPLACEMENT OF DAMAGED ITEMS u) C-03 EXISTING CONDITIONS SURVEYOR: AUTHORITY HAVING JURISDICTION: LAND DESIGN ASSOCIATES ENGINEERING, AS A RESULT OF CONSTRUCTION OF THE PROPOSED FACILITY. Q W TOWN OF SOUTHOLD SURVEYING, AND LANDSCAPE ARCHITECTURE, D.P.C. 21. THE WORK SHALL BE CARRIED OUT NEAR AND UNDER ENERGIZED EQUIPMENT. EXTREME CAUTION IS REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL STRICTLY FOLLOW ALL APPLICABLE SAFETY REQUIREMENTS. (n Q 22. EARTHWORK: UNLESS EXPLICITLY STATED OTHERWISE, REFER TO THE LATEST EDITION OF THE STATE OF NEW YORK, DEPARTMENT OF TRANSPORTATION, STANDARDS SPECIFICATIONS, CONSTRUCTION AND MATERIALS, FOR C-04 EXISTING CONDITIONS GENERAL REQUIREMENTS, PRODUCTS, AND EXECUTION RELATED TO THE COMPLETION OF PROPOSED WORK. J 81 ELECTRICAL UTILITY: 23. THE LIMITS OF DISTURBANCE SHALL BE FIELD STAKED BY A LICENSED LAND SURVEYOR PRIOR TO THE START OF WORK.A COPY OF THE STAKEOUT SKETCH SHALL BE PROVIDED TO THE TOWN OF SOUTHOLD. X LIPA 24. PRIOR TO THE ISSUANCE OF A BUILDING PERMIT,THE APPLICANT SHALL SUBMIT A NOTICE OF INTENT(N.O.I.)TO THE NYSDEC AND PROVIDE PROOF OF COVERAGE UNDER THE SPDES GENERAL PERMIT FOR CONSTRUCTION ACTIVITIES N C-05 EXISTING CONDITIONS TO THE TOWN OF SOUTHOLD. O N �+ 25. THE APPLICANT IS AWARE THAT THE ENTIRE SITE MUST BE 100% STABILIZED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. DISTURBED AREAS SHALL BE RESTORED AND STABILIZED APPROPRIATELY AND IN A TIMELY U C-06 SITE PLAN PARCEL AREA LEGAL DESCRIPTION MANNER.APPLICANT SHALL SUBMIT A NOTICE OF TERMINATION FOR THE SPDES GENERAL PERMIT. � 26. CONTRACTOR SHALL SUBMIT AN AS-BUILT SIGNED AND SEALED BY A NEW YORK LICENSED SURVEYOR PRIOR TO RELEASE OF FINAL PAYMENT. 27. ALL DEMOLITION DEBRIS INCLUDING FOUNDATIONS AND SLABS SHALL BE LAWFULLY DISPOSED OF OFF-SITE. ROCK FROM WALLS SHALL BE STOCKPILED ON-SITE. C-07 SITE PLAN ALL THATCERTAINPLOT,PIECE OR PARCEL OFLAND,SITUATE,LYINGAND BEING IN 28. ELECTRICAL DESIGN PROVIDED HEREON WAS PREPARED BY SUMMIT RIDGE ENERGY. (0 =CUTCHOGUE, TOWN OFSOUTHHOLD,COUNTY OF SUFFOLK,STATEOFNEWYORK BOUND AND DESIGNATED AS FOLLOWS: 29. ABSOLUTELY NO RECYCLED MATERIAL SHALL BE PERMITTED ONSITE. ONLY EARTHEN MATERIAL OR NATURAL STONE IS PERMITTED TO BE USED AS FILL. ALL FILL SHALL BE TESTED IN ACCORDANCE WITH APPLICABLE NYSDEC RULES C-08 SITE PLAN BEGIN/NGATAPO/NTBEING THE INTERSECTION OF THENORTHERLYR.O.W.LINE OFMAINRD(CR-48)WITH THE WESTERNLYR.O.W.LINE OFCOXLA AND REGULATIONS AND SHALL BE CERTIFIED AS UNRESTRICTED FOR RESIDENTIAL USE, CERTIFIED BY A PROFESSIONAL ENGINEER PRIOR TO IMPORTATION ON SITE,AND SHALL BE FROM A CERTIFIED VIRGIN SOURCE. THEN THENCE NORTH WESTERNLY 369t FEET TO THE POINT OR PLACE OF BEG/N/NG, THENCE THE FOLLOWING TWENTY-SEVEN 27 COURSES AND Contract No: DISTANCES 480459 a THENCE SOUTH 27 DEGREES 31 MINUTES 46 SECONDS WEST FOR A DISTANCE OF 704.03 FEET,`THENCE SOUTH 58 DEGREES 56 MINUTES 24 SECONDS w •THENCE SOUTH 21 DEGREES 35 MINUTES 26 SECONDS WEST FOR A DISTANCE OF 437.42 FEET,'THENCE SOUTH C-0 9 DETAILS WEST FOR A DISTANCE OF 180.71 FEET 62 DEGREES 23 MINUTES 24 SECONDS EAST FOR A DISTANCE OF 243.60 FEET-THENCE SOUTH 23 DEGREES 59 MINUTES 46 SECONDS WEST FOR A Scale: C-10 DETAILS DISTANCE OF 316.73 FEET-THENCE NORTH 39 DEGREES 28 MINUTES 14 SECONDS WEST FOR A DISTANCE OF 75.58 FEET, THENCE NORTH 58 DEGREES 01 AS NOTED MINUTES 34 SECONDS WEST FOR A DISTANCE OF 409.29 FEET-THENCE SOUTH 19 DEGREES 27 MINUTES 30 SECONDS WEST FOR A DISTANCE OF 301.29 FEET, THENCE SOUTH 56 DEGREES 58 MINUTES 24 SECONDS EAST FOR A DISTANCE OF 103.12 FEET;THENCE SOUTH 25 DEGREES 06 MINUTES 16 SECONDS WEST FOR A DISTANCE OF 312.18 FEET'THENCE NORTH 55 DEGREES 22 MINUTES 34 SECONDS WEST FOR A DISTANCE OF22.66 FEET,'THENCE 17JAN 2 4 20 25Date: C-11 DETAILS NORTH 56 DEGREES 31 MINUTES 24 SECONDS WEST FOR A D/STANCE OF 480.80 FEET,'THENCE NORTH 55 DEGREES 16 MINUTES 24 SECONDS WEST FORA D/STANCE OF965.23 FEET,•THENCENORTH31 DEGREES41 MINUTES 26 SECONDS EAST FOR A D/STANCE OF 558.77 FEET,'THENCE NORTH 57 DEGREES JANUARY 2025 55 MINUTES 34 SECONDS WEST FOR A DISTANCE OF 518.71 FEET,•THENCE NORTH 58 DEGREES 24 MINUTES 56 SECONDS EASTFORA D/STANCE OF 7H0 LD TOW NC-12 DETAILS 387.99 FEET,•THENCE NORTH 59 DEGREES 15 MINUTES 09 SECONDS WESTFORA D/STANCE OF469.54 FEET•THENCE NORTH 30 DEGREES 44 MINUTES 51 "!N IN G BOARD ,- „ Sheet: SECONDS EAST FOR A DISTANCE OF 694.10 FEET,•THENCE SOUTH 62 DEGREES 09 MINUTES 44 SECONDS EAST FOR A DISTANCE OF 507.89 FEET, THENCE COVER SHEET a° SOUTH 43 DEGREES 09 MINUTES 16 SECONDS WEST FOR ADISTANCE OF303.70 FEET'THENCE SOUTH 58 DEGREES 42 MINUTES 44 SECONDS EASTFOR NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL AD/STANCE OF203.19FEET,•THENCESOUTH59DEGREES33M/NUTES34SECONDSEASTFORAD/STANCE OF826.23 FEET;THENCE SOUTH 87DEGREES (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE C-13 DETAILS PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE 56 MINUTES 46 SECONDS WEST FOR A DISTANCE OF 36.9 FEET,'THENCE SOUTH 21 DEGREES 10 MINUTES 16 SECONDS WEST FOR A DISTANCE OF 101.28 Drawing No: Q FEET,`THENCE SOUTH 87 DEGREES 56 MINUTES 46 SECONDS WEST FOR ADISTANCE OF441.28 FEET'THENCE NORTH 27 DEGREES 31 MINUTES 46 PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING z SECONDS EAST FOR A DISTANCE OF 700.97 FEET-THENCE SOUTH 62 DEGREES 28 MINUTES 14 SECONDS EAST FOR A DISTANCE OF 61.52 FEET,`TO THE N 0 T FOR CONSTRUCTION C-01 z C-14 DETAILS • s POINT OF PLACE OF BEGINNING. a 0 ;: r' C2 04 3 o cv) o Cv 0 'O (h O I� f0 N e- 04 '= >" CV m Z N r CV O .Y - d p CV � � O � C O 1�ox Z d O O O O O O O C) E�D 00 O 00 62°IP03"E 0(� z C� Q 61.52' e p0 n. e� COX LN"_ Z U O • 100'FRONT YARD y SETBACK 0,® ry W o r- j V M �1 ENO1 n NN U � • , E S 62°09'44"E 50789 W 20'SIDE YARD n ~ W m Z w SETBACK — Cr — — — ° o OON (— — —" 20'SIDE YARD O ,. W SETBACK $m I J � � JJ� Q LO I Ln I M J / W r 3 APPROX.LOCATION OF YARD STORMWATER PIPE ub� s ._ a, s se°42'44" SETBACK E EX.STORMWATER = ' , N z°3.i9 TYP MANAGEMENT FACILITY 826.23' ( ) 3 a CAP EX.STORMWATER ;o I ® .r r; — EXTENTS MANAGEMENT 70'REAR YARD, � FACILITY o �„ TY ,, �-_ 31 o 20'SIDE YARD 5 ° 75 • s SE TBACK w aY f , s • ' o ° f z EX. ASPHALT N 469 54� ,:-�,"-, ,�, ROADWAY • i_ ', N a o 20'SIDE YARD SETBACK - ) V 'l . REcyONCG ` (1 (n 70'REAR YARD . SETBACK '�, z. CO�II D N. � Q JAN 2 4 2025 Soli'€'HOID TOWN w; o �a NOTES: 01 ANNING BOARD • .._. 100'FRONT �... r YARD SETBACK f L.... 1 9m �._... a -- -�- 10 1. THE HORIZONTAL DATUM SHOWN HEREON IS THE NEW YORK LONG ISLAND STATE PLANE m .Y s �r t� COORDINATE SYSTEM, NORTH AMERICAN DATUM OF 1983. ELEVATIONS REFER TO NAVD88 __ • I . THE UTILITY LOCATIONS SHOWN HAVE BEEN COMPILED FROM VISIBLE STRUCTURES ONSITE. THE `f \\ ACTUAL LOCATION OF ALL UTILITIES SHOULD BE CONSIDERED APPROXIMATE AND NEED TO BE FIELD Drawn by: 20'SIDE YARD f` .l, ( = i�° r " VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. SETBACK �` <'� 3. CONTRACTOR SHALL VERIFY SITE CONDITIONS PRIOR TO COMMENCING WORK. Design by: _—_ to x // ��� • re X.PAVED '~� NON-JURISDICTIONAL �, i�\ A. REXROAT "" ..---�- ROADWAY `� v DRAINAGE DITCH �� t a 100'RESIDENTIA� 4. NO WETLANDS OR STREAMS WERE SHOWN ONSITE BASED ON A REVIEW OF THE NATIONAL 7o'REARYARD _ PROPERTY WETLANDS INVENTORY DATABASE. Checked by: 139 " SETBACK �� SETBACK 15.58. Z f' +r' ' Q 5.56' 5. SITE IS NOT WITHIN A REGULATED FLOODPLAIN. SITE IS LOCATED IN ZONE X AS SHOWN ON THE S. MEERSMA r i � FEMA FLOOD INSURANCE RATE MAP NUMBER 36103C0161H. 'I } n 6. SUBJECT PREMISES IS ZONED L-1 LIGHT INDUSTRIAL. LO 6 S 56°58'24"E 7. LIMITS OF CAP ARE REFERENCED FROM THE PROJECT ACQUISITION FILES PREPARED BY L. K. MCLEAN r e cmawn"iocancw �r z' ASSOCIATES P.C. IN JUNE, 2003. EX.STORMWATER r MANAGEMENT FACILITY 20'SIDE YARD 8. THE LOCATION STORMWATER PIPES ARE APPROXIMATE AND ARE PROVIDED FOR REFERENCE a. SETBACK PURPOSES ONLY. O 9. PROPERTY LINES AND TOPOGRAPHY SHOWN ARE FROM THE EXISTING CONDITIONS PLAN PREPARED • AREA OF STANDING BY LAND DESIGN ASSOCIATES ON JANUARY 12, 2023. _l ,a N WATER J N o d �� ti • LEGEND z LLJ M N , , N J — — L_ PROPERTY LINE PROPERTY SETBACK L ;l , •.' S5°22's4°w ' — — — — — — — — — — — — — — — PROPERTY SETBACK O _ 70 REAR YARD .� r , :._ 22.66' V ISETBACK :..: ,°�` --- EX.STORMWATER ;�- LOD LOD LIMITS OF DISTURBANCE FOR PROJECT = ZONING SUMMARY MANAGEMENT FACILITY ABUTTERS LOT LINE ? 0 p THE FOLLOWING ZONING ANALYSIS IS BASED ON PARCEL ID#:1000083000300006001 EXISTING ASPHALT W to Z ADDRESS: 6155, COX LANE CUTCHOGUE, NY 11935 __ 5 — �� _._.... EX. MINOR CONTOURS Q w PARCEL ID: 1000083000300006001 J w 50 EX. MAJOR CONTOURS X N ZONING DISTRICT: (LI) LIGHT INDUSTRIAL O EX. BUILDING OUTLINE FLOOD ZONE: ZONE X U LO EXISTING USE: 1NASTE MANAGEMENT FACILITY EX. TREELINE L0 EX. GAS VENTS (� LANDFILL BOUNDARY Contract No: EXISTING SLOPES GREATER THAN 20% 480459 W m Scale: AS NOTED Date: _ JANUARY 2025 Sheet: KEY MAP NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE Q 150, 300' Drawing No: w PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE g PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING SHEET SIZE: 24" BY36" C-02 Q NOT FOR CONSTRUCTION (DRAWING MAY BE PRINTED AT REDUCED SIZE) 0 ? ..•. �� OR /i LLJ .. Ld •� •� • t z 1 ti. • • � . . . � • BonnDrawn by: 1 • � I A. REXROAT ,, „stir .� ► , •,, ,d r ` - �,�► r',. �� �~ e ��►��i , Design . • . _ �r ILo ' Checked INO `... .l�t. �• A •' � / � !+�::`+r ,.� �.. � Ito r//' '?"' I � ' �� •D .� '.r`< �i.• s« /� �'� P / �� III " 1✓ AI go- IL . •, ry , I WA WA WA I `�► e. ' ALerr._ va►�rr"r ♦ r �► • IL A •r'+NI A �� ►,� �. AVt 1 ,, • "a ♦ , , � M6 •yw,:..+/per- .,4„; . ,�� � � / ' / ��� � �� � �•► . � �• "�' .►` �► ,�l .�• ,,.,,��, ,r*!. .�. ♦ ♦ � � err►���'�,;��1`� �� ��� �►1 � �, ,p ♦_ � ` i� ♦ . � ® . �. �.•. . ♦ 46 • '� �'� a ♦ / ImW iA� 40 �M • ♦ ~► ry ! • • •ram/ ;�- ', '� ' A ., :..1`-'.��� / ,� t ' t .1�^'fif�► � i • 11M Mellon 0 of • 4, 4"ft— i 1 wx, ' • A NILi i �0 1 Contract No: 480459 AS NOTED 1 Sheet:NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL EXISTING CONDITION RECEIVED (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE JAN 2 4 2025 1 PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. i Drawing No: NOT FOR CONSTRUCTION MING BOARD THOLD TOWNIED FOR PERMITTING C-03 ? 0° N m N 3 C'3 0 0° C) M O ti (6 ate+ �- 2 N hj m = z N m CD Y O N S 620II'03" E 3 61.52' a �' Z a. o0 Q o PR o COX LN 0 00 a z U 1 0' F R ti 0%4 0 ONT YARD 5 �o 1%01 ail SETBACK w LEGEND g M J PROPERTY LINE DN0 J — — — — — — — — — — — — — — — — I� fnN} PROPERTY SETBACK ry W LOD LOD LIMITS OF DISTURBANCE FOR PROJECT z opN ABUTTERS LOT LINE Wto Q EXISTING ASPHALT (/) Y J � a —52— _ ___ EX. MINOR CONTOURS J - — 50 EX. MAJOR CONTOURS EX. BUILDING OUTLINE o ' ' � EX. TREELINE � o rk�ef r ^ EX. GAS VENTS �$ 20' SIDE YARD , LANDFILL BOUNDARY SETBACK .+4,1' '''`` EXISTING SLOPES GREATER THAN 20% a If V { W M r � SN N G m EX. STORMWATER Drawn by: MANAGEMENT � � ��:� A. REXROAT FACILITY :: ign A SREXROAT Checked by: 'r J S. MEERSMA 20, SIDE YARD 7 180. SETBACK � �. LO �. a W o �- z r U g - Z W W _ < 0 � 0 ° O s _. � O w0 ryU Q a VJ �M1• N O z W Q Y EX. , JP N X ASPHALT 0 U ROADWAY r f ° CLING REC piNG Contract No: BOIL JAN 2 4 2025 480459 SOUTHOLD TOWN Scale: PLANNING BOARD AS NOTED Date: JANUARY 2025 Sheet: 12 EXISTING CONDITION NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL s (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE 9 60' 120' w PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING SHEET SIZE: 24" BY 36" C-04 Z z NOT FOR CONSTRUCTION (DRAWING MAY BE PRINTED AT REDUCED SIZE) a 0 J 00 cu /► ;,i _- • .. 1111 F _ 1:. rye,. r• �. � . 4 �• v 1 ' • •-�i..y y'S ,�r. `.. ,.,!:.1 � sill �9 �• ,,, li � .'!. �, �. •• 0 011q POSVI 4 • i r•,. '�. ��. � � � ,, ) >.:.;i R'II,.yam,, ., 1. ,E. � `r� I • r A;` � ��• \� '•!•' � � ,t�F: 1�^ 1 �...� ���._ .. -,,..meµ:. �.. .� r !I ..... _.. �. �. 'i• r ���'•- s* `��t!!• I' [ ►---"� ''► ,/►Imo► r► , :l r•✓ _ 1 - 1 -�NIM _. - - - � ,� , ��� �,,. �• Imo►- ' e, , 11 PROPERTY r , SETBACK I AP40 AN • r 11 ; 1 • k /r✓ '� ..ice {r•.: ,,.. _ .. •. : r a • r�-ire:- .O• r.p � - UNSEEN • r \ , Drawn by. • f :1�, a ®� . �i�i�• .,tee _ "r-�4—♦ ' • �tr � '� �� . � • e► %1 �� 4M `" Design •J' ! A. REXROAT '�. ,•„ !. •y s ` r • R d�YMIiMMiChecked Mov LO . 7�...` ` -. -.I I� ' +� A..-_.�, Via•` "!M, "� `�lWIF Now A - LSao- �•• A --a '.... I ♦ _..� 1p, Ad AL FL W Y w �► RECEIVED SOUTHOLD TOWN • PLANNING BOARD _j �. .. • 1 < • • ..•• •' • • • • Contract No: 4:14 • Scale:AS • :• �� ' Date: _. EXISTING CONDITION= •TE:UNDER NEW YORK STATE EDUCATION • ACCOMPANIED DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE PERSON, UNLESS) ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. &I M U 410 (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY i f • • • • • • • • • i e ■ ■ r : • LZLj LIJ .. • n •. • • • Lu • • •" • • " " • s g 1 P REC IVED�' a r��tr r > , "•" • • ••• � • : ��r"irs r:` r'. ✓..,.`.'�✓; ,.;.,., ... r.1�F'r�xr., ... ` • • a m MENNEN 1 i ummmmm 1 • • '�ftw ]G MA Design by: 4f 400 ►. WE A. REXROAT 1. Checked by: C. S. MEERSMA "All 1 - , u� � ``�►_�.�►I .�►`. ,.\ ,- �.. + •, , wi►.-. ` :._... -., ��{r �r•:'�'w�: ry , I_► . 4w�Vp A ` `'4*ter r <<i • {i• / NW � P 4,1 491 I I , PC '"*N :- / � � � �•� .•�� �o� 01` �•� .,,` ,•, .1� ,�,1 oft �•� oft�®®•,`'+ .� MM -. ,. ,`, o , ,� , ,� -, 0 . w . s \ ' )\ �/ .1�� ®� .1� �� .1� ,� oft �� 1� ,� 1` � 1� �� • _.. ,-. P•, e . . .� o . . . . . �.. •� '� �� I %I j� . ® �;� ♦ ♦ 1 LO IF IN Contract No: 71 480459 /.: �I t �;- i�`�. , �� ►�� 0��1��� ��� ��'@.Sri 1 �� 1 �� 1 �, 1 �� AS NOTED � � . ;1 ♦ 1 ♦ ♦ 1 ♦ 1 1 ♦ 1 ♦ 1 4OEM •®i t �� ` �� �. -,S Ito �• •�� L In SITE . , NOTE:NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 SECTION19 (2), IT IS A VIOLATIONFOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE Drawing No: •� PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. liii Oil 1• T� do N f6 O N 3mc> 0o omc> m d Z N � Y � o S 62011'03" E w � N 61.52' e D Q S e PROS o 0 0 - CO LN 0 00 0 z U O 2 �` c, 100 FRONT YARD ,,��5 �o 1�► ° . SETBACK `� ,,�22 w LEGEND o ILD0 M PROPERTY LINE 0 > N=N� M — — — — — — — — — — — — — — — — PROPERTY SETBACK (y q>x LLJ 1 ~ W mZw LOD LOD LIMITS OF DISTURBANCE FOR PROJECT z o�(n�h En z ABUTTERS LOT LINE W LOa a a D EXISTING ASPHALT (f) —52_._ EX. MINOR CONTOURS 50 EX. MAJOR CONTOURS ..d EX. BUILDING OUTLINE o o EX.TREELINE S b EX. GAS VENTS 20' SIDE YARD LANDFILL BOUNDARY SETBACK —AG PROPOSED AT-GRADE ELECTRIC LINE PROPOSED OVERHEAD ELECTRIC LINE PROPOSED PERIMETER FENCE PROPOSED SOLAR ARRAY PROPOSED 16' LIMITED USE PERVIOUS -ZI_ ` '' x . ACCESS ROAD WITH GEOWEB rn CD W Cl o 1 PORTION OF EXISTING ROAD TO BE USED FOR CONSTRUCTION STAGING _ I 's` o EXISTING SLOPES GREATER THAN 20% N z Fm ..L Drawn by: A. REXROAT ti Design by: EX. STO R M WATE R A. REXROAT MANAGEMENT FACILITY Checked by: 1 I 20' SIDE YARD S. MEERSMA o�Kin sr I S 5805 '24" 180. E SETBACK n 10 61 ry �., pr PERIMETER FENCE z s WITH 15' SYSTEM , Lu SETBACK (TYP) `� o oy s —' � o O t r O =EX. ASPHALT ROADWAY ,� � \ �'} _ S m 1--- OU � O W a i N U) Z .y in 0 rn -- J t X N O N Lo U \ co �Y CLING E ffi " - Contract No: BUILDING '' G3C �L �bID \ M 480459 JAN 2 4 2025 a t w Scale: PLANNING BOARD AS NOTED SOUTHOLD TOWN I Date: JANUARY 2025 Sheet: SITE PLAN NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL PERSION,EUNLESS A13TING UNDER)THE 2 , ITIDIRECTOION OF A LLICENSED INTENDED TO BEEUSEDOTOGETHER. THESE DOCUMENDTS ARE RE Q 60' 120' AND A Drawing No: PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. SHEET SIZE: 24 BY 36 ISSUED FOR PERMITTING C-07 Z NOT FOR CONSTRUCTION (DRAWING MAY BE PRINTED AT REDUCED SIZE) 0 OW �r �� 1 ,®eo�os® �eo4. • • 1 � ✓o®�.� �,,e ..oe�i�� -ee°�e� • 1 r )44 reo ,o- . .eo eeo . ► ♦ � ' ' '+ %: p � �-°® 1�1 �✓ -®�����°' ,ego`s- -:®�`e°' i 1 • • � - • � ,� `% 1 1 1 � -1 r r r r 1 , • � 1 ,^~a�r p!t 1 � 00,1 - �1� ee,1 ♦ ®.,,�� ®e,1 ,� , r� �. �, , ' ;►' ". ., ♦1`♦0�e,�e' ,��-e��,� • r 0®,..�� � o ,e�a®o.�` .���,ee.�e .1 • ' � : � ""_� . ., ��t�.: � � .� ,♦�, ,,. �,•.� '� ` , ♦ ♦ - `; �/ ♦ t e «'®t a ♦'�� e -----"--- , , w O• -v • .. . ' + �° , ®o`fie • / • 1 1 . ■ / . e1`, -®e, -e -ee `«° • 1 - : .... . . , r� �♦ � eoo'► � .� � ®� • �` 4.'' i - -ee .,`� r r . ice` ' . t�e�•.%'`- eee .�0♦ � _ -. rf.• � �. {�,., , � ®1e�.�e ♦ 00 • 1 � e1 i� ,oeo�� . e®1`ee � • 1 r , • • r r i w t *�� ��•!���:� ,. . � -'♦: , Kll a `., , � .:� � ✓ ° �- -oo ,.. eee _e ,` . . a - ��� / :=-•.'--; •►' � � � 1 1 � 1 . . •. h� _y. �., ''\► •,� ., ,. +� :.<.. ..J �••. � .,r --� III' .1 �=_� _----� • � • 1 1 . � .', � ,` '\�- 'l.•_.. � -, i .. ice` .r'tr./ :♦ � �" � .�`, - � '•r1.� fr�Y�=:-., I�.�•""._ � / 1 1 � 1 • r AL � -`{r' ♦, rl ����� .fir• � ii� . -.�1.""rrc►.�\• C�i PI • u lr 1{ lr• ol , Vol k INA I ,1�,e®e,, ♦1 `.i►1� r 1 � 1 1 � �9� -�:.� � +A«� ,i i�� �� � 1►� � • • 1 i► -eee ®o , ee , e �o. __.__ ♦ ®�. 1� 1 ., / �° � , � � � � _ r �� ' � e � � o� eo • � • 1 �` ee 1t ee ` ��. _.1. e� 1 ee 1 ♦ 1 e . 0 t e ° t k9t �► e� ee' -e� 1e' 0-��0�`' 0 �`e ' ® , .� o eye 1 0`eo®a ' ' ' '' , e��,:�e' � a >>`0.e' . 0 t. . ♦ �.- « ♦ fit- - . � ��.- - 'e 11 ♦ ♦e�,`0♦,. -ee «e� �- - eel to �� ♦°.�, 1 ooe a e,1 ,0`ee,1 ooe 0,1 ooe�ee,1 eoe eoe,1 e1e®eoJ ♦ �1e Vie- ,1� e0.1 .1e ee., .off ee•�� .�� ®®.� l.0e e,,« .♦e eee ..ee ,e« .00 �`' ,eo �`✓ ,oe ,`♦ ♦oe �e ,o� e,, ®o ��, ee �` oe ee , ee ,` t e4 ,�. , • • _ `�,�°' . �1`�`ee' �ee�oe- ,o``®s- �o�`ee- 0�1��,e®- ♦oe ,,e� s�1�e°' s���ee°, o�'�oo�� �e'��e°" e®"'�o°''� ee'�;�e°' ' � �, � � � `' .oe doe♦�� 'e , ' ®® .� ♦ « 'o ., � �` ee-, - e��e`e0 -oe' eo-� ♦ '��♦ oe-� - -oe" oe-, - ' -oe- es-� - -oe✓ oe-�,- '��` 0 ® « -o �1, � w �. � . / ' e �♦e° �0- r . . r . . 'fie ,1�♦ �,��< ee,� ' ♦ �♦e0,,�`. �1`♦.�,♦fit- -0`<®ee-fit- -1�-oe®,�0 ♦1`-'►ee�,1.- �1�-e�,,�.- �,,�`-o`®®�� � �� r ✓ �� ✓ee���,�e • 1 �♦e -oe-�ee,�e' .eo�,�,� -e® e`� -oe ,e-e -®e ,`, .ee �`� -ee ,e-® ♦-�° ,e«� � � , ,� ..r `♦®+1�e�°♦ . `.ee��` .oe �e' -o� oo> ',,t eeo ♦oe 0,' .°� eo. ooe e,. .o� ®s. eoe °®. . • , � It oe 0e ���,, ® � �1ee°e�,�,♦ .e® ♦,�,« .ee ,�,. .e0 fit- •®' ��.- -oe t- � • ♦ ��.- 1 . �., ' r '. 1� oe 1 � e -`� ♦ 1e ee �e e®' '1` ee' ''�` �0' '1� ee', 1�°ee� � = i - �*e0 �`' • � • 1 1 � e0 , `'ee°,9`' ,1`'ee�,1�'' ,1e'eee,1`' ,1e'�051`' ,oe'eoe,�`' ,1�'e00,1�' ,�e'�e0,1`' ,.��*-�a-®. ee ,0 � -ee ,e' -o. , ee �` o, 10 -o® ,�.- -oe ,o- -eo �•- « ® -�«♦ � / � • • • 1 A >e`►e- 1`�, ,1`, - •. ® . ®® 0, .0� ee. .�` 0,. e1e .a® e1� ®o• ♦1C oe- 01` ee- ` ®0'1 ®0«� r I' �♦o,� ,oeoeo ° , �® ,e♦ ,oe- 0o-e .ee ,`o .e0 ,e.. .ee er.. .eo ,�•♦ .eo oe . ♦ « « e ♦ •1e eV -1` e°, , ♦0` •,0- -1` ®e- ,1``�e' . �1�`,e- . �1�0�0-� . �-oeeoe-e` � �� � ► e °e ,,` . t o° .�` « t o® .�` -e�®�®-�e `�o ,� « +o�-,e `e�«, `eo-, •I ` o-� `'o♦� ..► ��' , � ♦ o♦ o� � I o- oe � o� e® - .®e o. - o® � . ,�- o e - o ♦ o e - . . <;; - �- .;. .. .I--:-♦- .�. � X�,_ �,®® �,`, t `,ee �,`� ♦ `♦�° •,`, <'�` e,', `- t♦e°e-�`♦ �` �® �, �• i�%N''�i�1.'.I•r�M��O,..`�JIr- .'I{,°,,�^w. :..,, � r • � o�e.�e o �®® .,o -o` ee- .o .o .oew°« .o .o�ee,�r ,o � .. ,�' � � • ' • ` 1 e 1 e o �.• ® I r . i � � ®1` e0♦ -,` 0> - .1♦�® -, �w'� ♦1ec°®0;� ,,� ,,�`®;®,1 � ,1',1 10' 1'®,e� ' ,�'e;010' 1'e;®1 ;' / �, nM► t ,ee �`♦ ♦e0 1�, . `e® ,�` ® . e ®®e ,i.- I -e® , «ee' �4' ee® ��,' ..0® 1�,' �0e ��i,' ee® ®�►`' ,,�� �r • • ♦ 1 ee ♦ `- < «° " « �'` Vie- -1e ;►`�` .fit Vie. 1e �0. ♦ .1e Vie• . ,1e Vie• « .1e �® 1 �!�. -- ;,,_!,�. �'* 0' 'ee 1�' -1` e,1 ' �' ®, . «,� . �o, «,` . �e® ,0 `0e ,` �e0 �0 �0e �t �♦ 0` `ee 10 �� ;�.'i����/��� ' � . • �� '1� ,e' -ee �.� «° « �� � ..e . e1 �0e ✓ �0 ,e♦ , e'o`ee' . �0`ee' . �1`,0e- •1 ,®' , 00 � 1 �, . ' ,+ . _ � e-e°,� p0e_e0. « -� «.� ,� ,�� °, eoe�e,1 ooe�e,1 ,1e�e,1 ,1�♦e,1 ,,��!e,, ♦0�ee,1 ♦oe�e®� � , �: ,fir `i 1 •��► ,ee ,,re ,oeooe` « ,� « �« « « ° �o« ,®e �`- ♦oe �o t-o0 ,` -e� ,e `-ee �e -,e ,e -®e �e i r . e e• � .1 . $ °�` «fie 0�« �,,. .1e ee- -4 ee- -1 ®e- .1 �°. .•� ee. .0 oe- -1 e0- ... c� � � ,; : ►, e� -oe �` ♦ o ✓ o �� « ° «00 P�,✓ ♦eo o- -ee o♦ .ee ��,. ,ee �e' .e® ,`. ♦e® ��,♦ .oe �e. :� ;} � � ,, , �,� 1� �0. � �® - , � °" �_, 1` Vie- ♦ � 1 �e 1e �e '�� �e 1e ,e® '�` ,e, '� ; MENNEN ► . ♦ �. ♦ e o e � 4 ° eee oo ,d ,e �e ee ,e oe �o ee �e ee e` eo L �,�{, � �;�, , `, ���,,;ti .. 1 oe �► ee � 1 e 1 e t 1� ®®. .1t eee .1e.eee ♦0� ee. .1� e0✓ ,•,,r , �t �I � „��" � � : , w. ���� « e `- . ♦ e. . o ,�« e�, o« ♦ee e- -oe e- -eee -oe ��. .eo �. -oe �t -ee ��. -eo ��• � �• r,�� . , �r.a• .1e ®• .�� e• ♦1` ®« .�-°� . ` ® -1e e- ,i .fie e0• ♦� 0 . .� , . 1 ® . ♦1 ® . ♦0 0 . ,1 0 « (;��, , � � ,� � oe e® ` oe e° ee �, � � -ee �o� -oe e�.. .eo e�,e ♦ee ��. .e�C ��.- .ee ,�,. .ee ,o- .ee e�•- �► C` , � � !� t ��11i11, � „ ,r � ♦ t0 e1 e ` e1 s � ®♦ d°� d° «�� ®• e .,„,,-,. ' . ' 1 ♦ � 1 e , 1 ® � 0 a ° 1` ee' '>� a®' '�` ,ee' '1` ,ee' �10 0e' '1� te' '1� ee' � ice• {., ,_._ �- o o s � o .F e® ��.e «oe ,`♦ oeo �o .ee ��, -o'� �o♦ .oe ��, ♦ee ,e � 1 e0 1 ♦0 1 0 '� `� 1 e ♦ ♦ e tF ee- -1e ee- -1e ee- '� � � _ ,,,. « e. `- ♦ e `- . e e- - c �o« od -ee e- ♦ee `- -ee o- .eo �.- -oe a-- e e �- ♦ « r 1 ' ,• '•ir:r '',�.., 0 � `♦ � e1 , �® � , � ®♦e ♦ � o,, , � ®,, . � ®., . e e-� ♦ eeo. ,o`o®o.,�. .eeo ,, o �; ,f�.. �. !►, ,�, E ®e« .1 ®®♦ ♦1 ee- �1 0-m • ° ® -1 e 1 e 1 0 'i a 1 e 1 0 e 1 `• i Ml!!'•: = ` -®® ;`- V. NN -0e �!' >e® �� -00 �0. .®e �`. .®0 ��. .®e fit. .ee �`♦ .ee ��- -ee_�`- . '�` .®e' t r '�' ~ UNSEEN` e e ...,...,, �. .oe ,`« .eo �o- ♦®e ,�« ♦®o roe ♦eo ,`. .ee ,�,- -oo �e♦ -e� �`- ♦eo eo- `-e® ,,e- . �ot`oe .�� w � � .. • • � • � �, °@��.�t % .-�: � ` ®e' e1� ee. , tee. ♦oe ee♦ .oe ®e. ♦oe oo- .oe e®. ♦o` ��. .ot ee. ♦o oe ♦ � � ,�<�- k Y .!e rl; `♦ «®e �- A e �- ♦ e �♦ - e �- - e �- - e �- « e `- « e �- • e ,.« ♦�� e- • • " ..,. _,.� � Ate , s � to , t ♦ � to , /te , t ♦ , e � e ! !. y°•' '�: ♦ 1 � �r _-- ` ee- -O` ee � e- ♦�` e- ♦ es t'`R e✓ a'®® es I',` e♦ I � e-• • e �- .� r , 1 r � . . �..:�- �.:•. �+. . ._ w. -.,...�.; _ . �.- .®o ,e- `- -o° �`- �.- -ee ,`- -o , - -ee ,`- -oe �o- , -oe ��- ;' 1 � � • • � .`;�;• !l'.�'•,1:%:�- `- �El "� .. � ®o � ®e♦ o ee. ®«o�G, �e. � 0e. «o` ee. `e0 ,�` �� .: - ► i:._. _.. ..c-...-,*.r,. - �• - .' ,,. �„® a«�pC ®",Ws �- ✓ ♦. �- -�` a -1 l I � ► 1 � .."' Y ®� �fee-, -�,�► �e� .ee ♦ ! . ` � "'") � • � r �- . /" �- lie• .1e 0°'- r` js `, • Lo � � Y�-••.r` �n rr _ —Al i / !! {`y a is - -• • +" ... - . ,tip •,... ;:i 4%. ' ' 1 AI ..: � .,... 5.-: ar•y _ _. � ,i/•■ 1I�1 ,..,,__,�.=�;�.;rr.b7i/ 1 Y ,:-.. �. 1 • , ' -------------- 404�4pof'vl AS' 1 Ir •< Ak . !1Nw o'er aM low OEM— r °•••" r� ~ ,.na,, +�° ,1► ♦ t�► ",NaA , •'` I 11 : r r r 1 1 r ♦ _ f o - — .. _ ,u * 1►• w14 '`'` '�Ih`--`.,,,r„ �I► . o. r ® ® s ; '�'' .,�! �� • �� Cw"r:, `►1 �I► • r • 1 , r AW �r low RIC ;. y r 1 1 r fit. �. � 1► -- •' `�`� .-! 1►',r• ♦ ►�r� `r � • r • • f w Cu CONDUIT STUBS 3 M CD °° CU y 0 � ZN N .N � Y CN O 8"-16"AGGREGATE BASE COURSE GRAVEL L (CRUSHER RUN) 3" CHAMFER ALL o CULVERT BARRELSTONE RIPRAP 4 Z a o PAD MOUNTED EQUIPMENT o AN C) 811 T �,�°Qa7�•yo u• °Qa•Vo °cra•°au• °Qo7o a D CULVERT '; r f 311 FINISHED GRADELO ° .s ° .s ° .6' CD Qa7a• °Qa' °Qa °Qo7o a CRUSHED STONE BASE d n o o D W1 W2 0 0 C� D o 0 ° D o 0 O D o 0 12" MIN GRAVEL TO BE CLEAN, FREE FROM ORGANIC O � 0 0 0 0 ° 0 0 _ ° 0 0 _ ° 0 0 0 MATERIAL, CLAY, , 1. �00.,0. D° .) o] a DO OQ o DO a o D0 ., . �° o a ° q °o ° ° D1 SURFACE COATINGS z °o - ° ° ' ' 4" GRAVEL BEDDING / o° o°, °a° a°, °a° e °• °<0 e s �. / // DELETERIOUS MATERIALS. GRAVEL FILL IS TO BE 70OX MIRAFI 3' MIN �� ��a SPREAD AND COMPACTED IN LAYERS NOTTO .11) STONE RIPRAP APRON 91GEOTEXTILE OR EQUAL INLETS LANDFILL CAP TO NOT BE DISTURBED EXCEED 8 INCHES IN DEPTH. ` a D W1 W2 L d50 U SUBGRADE 12" 4' 14' 10' 4" D D1 D2 INLET D2 OUTLET 12" 9" 24" 12" 15" 4' 14' 10' 4' NOTES: SECTION A VIEW W 18" 5' 15' 10' 6" 15" 9" 24" 12" r n o 18" 13.5" 24" 12" 1. TYPICAL DETAIL FOR REFERENCE FINAL DESIGN TO COORDINATED DURING SHOP DRAWING PROCESS AND IN V M NOTES: 24" 6' 16' 12' 6" ACCORDANCE WITH GEOTECHNICAL REPORT. ULTIMATE LOADING ON THE CAP CANNOT EXCEED 1500 PSF. S 24" 13.5" 36" 12" - 1. COMPACT GRAVEL BASE, BASE COURSE TO 95%OF MAXIMUM CULVERT OUTLET DETAIL 2. NO PENETRATION OF THE LANDFILL CAP IS PERMITTED. N 0 DENSITY USING HEAVY ROLLER COMPACTION PLAN VIEW CULVERT INLET/OUTLET DETAIL 3. COMPACT SUBGRADE TO 95%OF THE STANDARD PROCTORS MAXIMUM DRY DENSITY. PROOFROLL SUBGRADE PRIOR Cr- N cn Q y 2. CONTRACTORS HALL SET GRADE STAKES MARKING SUB-BASE AND PLAN VIEW TO PLACING BASE MATERIAL, OVER EXCAVATE MIN 18" AND REPLACE WITH COMPETENT STRUCTURAL SOIL IF �'W NOT TO SCALE Z FINISH GRADE ELEVATIONS FOR CONSTRUCTION REFERENCE. NorroscALE PUMPING/RUTTING IS OBSERVED. SUBGRADE SHALL HAVE A MINIMUM BEARING CAPACITY OF 2,000 PSF. �- W zO W 4. PROVIDED 1 X 1 CHAMFERS AROUND EDGE OF SLAB. ELEVATE SLAB 4-6 MINIMUM. Z NZ 02 CULVERT INLET OUTLET PROTECTION 5. CONCRETE TO BE 4,000 PSI MINIMUM 28-DAY STRENGTH WITH 6" AIR ENTRAINMENT OR PER STRUCTURAL DESIGN. 10' O.C. MAX. - LJJ a C-03 C-05 SCALE:NTS 6. SEE PLAN VIEW FOR DIMENSIONS. GALVANIZED METAL FABRIC 11 GAUGE OR DOME TOPIn 7. PROVIDE MINIMUM OF 2 OF CONCRETE COVER FROM EDGE OF REBAR TO NEARED EDGE OF CONCRETE. D 0 FIXED KNOT AG FENCE. OR APPROVED RAIL 1 GRAVEL INVERTER EQUIPMENT PAD SECTION 8. PROVIDE ELECTRICAL GROUNDING PAD IN EACH SLAB CORNER. C-03 C-05 SCALE:NTS ALTERNATE. END 9. PROVIDE 12" SEPARATION FROM SLAB EDGE TO CONDUIT OPENINGS. IF PAD IS PRECAST, GROUT ALL LIFTING LUG GALV. STEEL ` RECESSED VOIDS SOLID PRIOR TO EQUIPMENT PLACEMENT. REFER TO STRUCTURAL NOTES FOR ADDITIONAL X TERMINAL POST 3" INFORMATION. DIAM 16' 03 CONCRETE UTILITY PAD ON LANDFILL z ) 3" DEPTH OF SURFACE COURSE C -OS-03 C SCALE:NTS BRACE RAIL 1.66" DIA. w 21" CORNER POST 2" METAL FENCE POSTS OR METAL TIES 12" OC TYP 9" DEPTH OF BASE GRAVEL POST CAP I-- 10' O.C. SPACING (TYP) -� WOOD POSTS N(TYP) ( ) TENSION BAND 12".01111 12 2�° 4°i0 2 f OC MAX TYP EXISTING GRADElz DIAGONALLY BRACE CORNER POSTS O TR E N L S TH TENSION BAR WOVEN GEOTEXTILE FABRIC TIE FENCE TO POST WITH (MIRAFI RS380 OR APPROVED = EQUAL SPACED TIES OR (D 7 STAPLES EQUIVALENT) EXISTING LANDFILL COVER. DO NOT DISTURB. w BIGFOOT FOOTING FORM, NOTES: _ / /// ADJUSTABLE TRUSS ROAD-" B F 24 O R EQUAL / \�\ 1. GRAVEL SURFACE SHALL BE CROWNED WITH 2-4%CROSS SLOPE 00 '� / /� �! ���• �y/ �' �/' 2. DID NOT DISTURB EXISTING LANDFILL CAP. 3. GRAVEL DRIVEWAY SECTIONS SHALL CONFORM WITH RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER'S REPORT IF PREPARED. 2" MAX. 7 GAUGE MIN. HOG ? ��/ \ yip ��/ CONSULT OWNER IF CONTRADICTIONS BETWEEN THIS DETAIL AND GEOTECHNICAL RECOMMENDATIONS. CLEARANCE �'�i�/i / /� @ 18" OC. �� ;\i� RINGS TYPICAL DRIVEN POST. O AUGERING ALLOWED ON - _ LANDFILL CAP.) T - NOTES: 1. NO AUGURING OF SOIL MATERIAL ALLOWED FOR FENCE INSTALLATION. ONLY DRIVEN POSTS 2. DETAIL PROVIDED FOR REFERENCE PURPOSES. DESIGN WILL BE BY FENCE INSTALLER. SHOP DRAWING BY FENCE INSTALLER OR SUPPLIER TO BE REVIEWED BY OWNER. 04 GRAVEL ACCESS DRIVEWAY SECTION TYP 3. WHERE METAL FENCE (OR METAL STRUCTURE) IS WITHIN 16 FEET OF ELECTRICAL 5 SCALE:NTS NOTES: EQUIPMENT, THE FENCE SHALL BE BONDED TO THE GROUNDING ELECTRODE WITH WIRE m C-03 C-0 1. DETAIL PROVIDED FOR REFERENCE PURPOSES. DESIGN WILL BE BY FENCE INSTALLER. SHOP DRAWING TO BE TYPE BONDING JUMPERS IN ACCORDANCE WITH NEC250.194. SEE ELECTRICAL DRAWINGS REVIEWED BY OWNER. FOR ADDITIONAL REQUIREMENTS. 2. WHERE METAL FENCE (OR METAL STRUCTURE) IS WITHIN 15 FEET OF ELECTRICAL EQUIPMENT, THE FENCE SHALL BE 4. DETAIL PROVIDE FOR REFERENCE PURPOSES ONLY. FINAL DESIGN TO BE DETERMINED IN THE BONDED TO THE GROUNDING ELECTRODE WITH WIRE TYPE BONDING JUMPERS IN ACCORDANCE WITH NEC250.194. SHOP DRAWING REVIEW PROCESS. DESIGN SHALL BE IN ACCORDANCE WITH ASTM F567. Drawn by: SEE ELECTRICAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. 5. ALT. FENCE FABRIC INCLUDING FIXED AGRIC. KNOT CONSIDERED WITH ENGINEER APPROVAL. A. REXROAT 3. DETAIL PROVIDE FOR REFERENCE PURPOSES ONLY. FINAL DESIGN TO BE DETERMINED IN THE SHOP DRAWING REVIEW 6. NO PUNCTURING OF LANDFILL MEMBRANE PERMITTED. PROCESS. DESIGN SHALL BE IN ACCORDANCE WITH ASTM F567. Design by: 4. ALT. FENCE FABRIC INCLUDING FIXED AGRIC. KNOT CONSIDERED WITH ENGINEER APPROVAL. A. REXROAT 5. BIGFOOT FOOTING INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. END SECTION ASSEMBLY 6. LAY 8" LAYER OF GRAVEL LEVEL AND COMPACTED BY HAND. Checked by: END SECTION ASSEMBLY SEE FENCE/END SECTION 7. LAY PLASTIC BASE DIRECTLY ON COMPACTED GRAVEL. 24' NOMINAL 8. ENSURE THE BIGFOOT FOOTING BASE HAS BEEN LEVELED. S. MEERSMA SEE ABOVE DETAIL DETAIL 9. FILL FOOTING WITH 3,000 PSI OF CONCRETE PER MANUFACTURER SPECS. 05A ALT. PERIMETER FENCE-TYP. DRIVEN POST FENCE C-03 C-05 SCALE:NTS 12x7' NOM. 2" LO DIA. FRAME co d7 05 BALLASTED PERIMETER FENCE 15' 39.8' -------- --_- C-03 C-05 SCALE:NTS fill 24.8 15 � 4" GATE POST GALV. BUILDUP DRIVEWAY WITH (� STEEL AGGREGATE BASE OR �- APPROVED STRUCTURAL FILL J 8 -- LATCH -----__ GRAVEL ACCESS DRIVEWAY �J W FLARED END Q V z SECTION SLOPE CONCRETE TO FINISHED GRADE Q W ��. Ld DRAIN AWAY FROM 3:1 MAX 4 \` POST; SEAL GAP EROSION CONTROL BLANKET. MAX 8' MAX 8' .__I Q BETWEEN POST& PLACED AT-GRADE. I I I ILI CONCRETE _ _ \ Q 0- ____ 20 i I I I � � U 3,000 PSI CONCRETE = Q Jill Lli - J EXISTING GRADE - - _- _ - -- - - � c a CULVERT �i,�/i�/i�/i /ice/i//i//i//i//i//i//i//i//i//ice/i//i�/i//i /i�/.�/i�/i�//i�/i�/i�/i�/i�/i�/i�/i//i//i//i//i�/i//i//i�/i�/i /i�/.�/i�/.�/i /i�/i /A ice/i�/i UNDISTURBED EARTH ROCK PROTECTION AT CULVERT NOTES CONCRETE BALLAST W z FLARED END SECTION INLET. SEE DETAIL. 1. DO NOT DISTURB EXISTING LANDFILL CAP. GRAVEL BASE TO BE PLACED ON EXISTING GRADE. Q 2. ARRAY FIELD TO BE RESTORED TO STABILIZED CONDITION IN ACCORDANCE WITH PROJECT x REQUIREMENTS. NOTES: 3. PANEL SPACING MAY VARY, SEE SITE PLAN FOR SPACING REQUIREMENTS. 1. PROVIDE HOT-DIPPED GALVANIZED OR PVC COATED CHAIN LINK FABRIC (12 GA. 2 MESH). ALT. FENCE FABRIC 4. RACKING IS SHOWN FOR REFERENCE PURPOSES. RACKING DETAIL WILL BE PROVIDED BY VENDOR. V INCLUDING FIXED AGRIC. KNOT CONSIDERED WITH ENGINEER APPROVAL. If 2. PLACE SIGNAGE ON GATES FOR HAZARD/EMERGENCY AS READ. NOTES: 3. PROVIDE PROVISIONS FOR KNOX LOCK ON ALL GATES. 08 FIXED TILT SOLAR SYSTEM TYP 1. MINIMUM 12" DEPTH OF SOIL MATERIAL SHOULD BE PROVIDED BETWEEN TOP OF CULVERT AND C-03 C-05 SCALE:NTS (0 4. DETAIL PROVIDED FOR REFERENCE FINAL DESIGN TO BE COORDINATED DURING SHOP DRAWING REVIEW ACCESS ROAD IN THE FINAL CONDITION. ADDITIONAL SOIL MAY BE REQUIRED DURING CONSTRUCTION. 5. DESIGN SHALL BE IN ACCORDANCE WITH ASTM F567. SEE MANUFACTURER REQUIREMENTS. 6. DETAIL PROVIDED FOR REFERENCE PURPOSES; FINAL DESIGN BY FENCING SUPPLIER CIVIL FOR WITH APPROVAL BY 2. SEE PLAN VIEW FOR ADDITIONAL INFORMATION REGARDING INVERTS AND PIPE INFORMATION. Contract No: N OWNER. 480459 m C3C�C�'C�U W MDk scale: AS NOTED 12 07 DRIVEWAY AND CULVERT CROSSING SECTION JAN 2 4 2025 06 GATE DETAIL Date: C-03 C-05 SCALE:NTS SOUTHOLD TOWN � C-03 C-05 SCALE:NTS PLANNING BOAf;Q JANUARY 2025 Sheet: - -- DETAILS NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: ip z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING C-09 NOT FOR CONSTRUCTION o' 0 > �' O2 N y+ cli MOcc) p (h O 1 Cu N `- O � 0 0 z N -N ti Y O •ct O N 3 0 0 z a O O O O O Lo O W z 4' GRADE STAKES 050' MIN. 20 °' o ° MIN. a- ■ ■ ■ ■ ■ ■ ■ ■ 44 Ill AREA TO BE PROTECTED ■ ■ o DIVERSION RIDGE IF WORK AREA ■ ■ GRADE >5% " W ° o 0 12" SOCK ■ W ■ o 24" SOCK `�'o ■ ■ U)N U 18" SOCK A ■ L=WX2 ■ A ° ° ° a ° ° (� U'a AREA TO BE PROTECTED <~ ` ' WORK AREA 12' ° ° ° ° ° ° ° )° EXISTING GROUND m'z ..p . . Z W \��;1���fwryl"/C\�\'7 ' y9{>".e�,'rr"«'='t•- 'J. '�ii ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ° ° d ° ° ° N MIN. z In Z MIN. z HAYBALE ) W i }�'/%/�r �i/fir I''I''.'' . ° ° ° ° ° ° ° ° Q � � y. NONWOVEN ° ° ° ° ° ° `da c, Ln r� i r r�i/� � i�i ` '; ''i GEOTEXTILE U) NN 4' GRADE STAKE ° )4 (MIN. 2 PER HAY BALE) ; UNDISTURBED GROUND PLAN VIEW EXISTING GROUND NOTES: o _� NOTES: a 1. DETAIL IS BASED ON NEW YORK STATE ESC STANDARD 5.28. SEE THIS DETAIL NOTES: SLOPE MAX.MIN. 0.5% ° 20 FOR ADDITIONAL INFORMATION. 1. NO STAKES CAN BE INSTALLED WITHIN THE LIMITS OF THE LANDFILL CAP. IF INSIDE THE 1. A PAD OF COARSE AGGREGATE AT THE CONSTRUCTION ENTRANCE/EXIT WILL REDUCE THE MIN. ., yQ 2. INSIDE OF THE LANDFILL CAP LIMITS, NO STAKING IS PERMITTED. THE CAP, TRACKING OF SOIL FROM CONSTRUCTION TRAFFIC ONTO A PUBLIC STREET. SEDIMENTS FROM THE rs�+31s THEN THE STAKES CAN BE SUBSTITUTED WITH SANDBAGS. STAKES CAN BE SUBSTITUTED WITH SANDBAGS OR APPROVED ALTERNATIVE 2. ORIENTATION MAY BE MODIFIED TO ACCOMMODATE FIELD CONDITIONS. TIRE TREADS ARE KNOCKED LOOSE BY THE ANGULAR STONES AND ARE TRAPPED IN THE VOIDS TO ENSURE THAT THE SOCK IS FIRMLY GROUNDED/SECURED IN-PLACE. BETWEEN THE STONES. 3. MAXIMUM DRAINAGE AREA TO BE 5 ACRES TO A 2. THE ENTRANCE/EXIT PAD SHOULD HAVE A LENGTH OF 50 FEET OR MORE AND A 12-FOOT MINIMUM 4. INSTALLATION SHALL FOLLOW MANUFACTURER'S SPECIFICATIONS WIDTH (OR AS APPROPRIATE TO CONTAIN THE WHEEL BASE OF CONSTRUCTION VEHICLES PLUS 3 S. FILTER MEDIA TO BE MESH OR GEOSYNTHETIC 02 TEMPORARY CONCRETE WASHOUT FEET ON EITHER SIDE). 6. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY C-04 C-06 SCALE:NTS 3. THE PAD SHOULD BE 6 INCHES OR MORE THICK WITH ANGULAR AGGREGATE (2-3 INCH DIAMETER). cc =' ENGINEER. APPROPRIATE RECLAIMED CONCRETE MATERIAL MAY BE USED. 4. THE AGGREGATE SHOULD BE PLACED OVER A GEOTEXTILE FILTER TO PREVENT THE STONES FROM 01 COMPOST FILTER SOCK SEDIMENT TRAP PUSHING INTO THE NATIVE SOIL. C-04 C-06 SCALE:NTS 5. ATTHE BOTTOM OF SLOPES,A DIVERSION RIDGE SHOULD BE PROVIDED TO INTERCEPT RUNOFF. 6. BERMS MAY BE NECESSARY TO DIVERT WATER AROUND ANY EXPOSED SOIL, AND RUNOFF SHOULD BE DIRECTED TO A SEDIMENTTRAP. 7. THE WHEELS OF CONSTRUCTION EQUIPMENT MAY BE WASHED PRIOR TO EXITING THE SITE, WASHING SHOULD BE PERFORMED IN AN AREA THAT DRAINS TO A SEDIMENT TRAP OR BASIN. 8. THE PAD SHOULD BE INSPECTED WEEKLY, AND BEFORE AND AFTER EACH STORM. THE PAD MAY o HAVE TO BE REPLACED IF THE VOIDS BECOME FILLED WITH SEDIMENT. STREET SWEEPING MAY BE NECESSARY. 0 r03 STABILIZED CONSTRUCTION ENTRANCE C-04 C-06 SCALE:NTS T m T Drawn by: A. REXROAT PROPOSED CABLE TRENCH THROUGH PROPOSED CABLE TRAY ON SUPPORTS(TYP) Design by: ROAD EX. 6"TOPSOIL A. REXROAT EX. 12" BARRIER PROTECTION LAYER OF CLEAN FILL ecked by: ANGLE FIRST STAKE TOWARD • • DRIVEWAY EX. GEOMEMBRANE DRAINAGE LAYER Sh MEERSMA EX. GAS VENTING LAYER (SAND) PREVIOUSLY LAID BALE - - STRAW OR HAY BALE BARRIER -II H EX. GEOTEXTILE SLOPE OR LESS STABILIZE ENTIRE PILE L0 - - EX. WASTE 2 WITH VEGETATION OR ( ) Flow 1 COVER BOUND BALESPLACED ...................................................... ............ ON CONTOUR S I LT FENCE SEE TYP. SILT :;r: ;: :•;;:/•;:•: :;•;:/::: :::•: .•::;. ::.;/:•;: :•:/•;: :;.;n;:; :./.;;: ar:/.•;;: •:;>;;; :.:/•;; •;: .;; :•r;:/;•r: :•:;/;•;x ;•;: •::• ;•:; FENCE SE E "O O O O"O`JO O O O O O`f0`l0O"O O 0,0 O� DETAIL TYP DETAIL -= 2 RE-BARS, STEEL PICKETS 4" VERTICAL Q OR 2"x2" STAKES 1.5 FEET FACE IN GROUND. DRIVE STAKES GRATED COVER SECTION A-A'VIEW CABLE TRAY ON SUPPORTS (TYP) FLUSH WITH BALES. RATED FOR H-20 J ANCHORING DETAIL EMBEDDING DETAIL TRAFFIC LOADING Q z NOTES: EX.TOPSOIL(TYP) V 5 1. BALES SHALL BE PLACED AT THE TOE OF A SLOPE OR ON THE CONTOUR AND IN A ROW DRIVEWAY z W WITH ENDS TIGHTLY ABUTTING THE ADJACENT BALES. J i .,. O Ur ' 2. EACH BALE SHALL BE EMBEDDED IN THE SOIL A MINIMUM OF FOUR INCHES,AND A I i A STRAW BALES PLACED SO THE BINDINGS ARE HORIZONTAL. ` J a' _ O � U 3. BALES SHALL BE SECURELY ANCHORED IN PLACE BY EITHER TWO STAKES OR RE-BARS INSTALLATION NOTES: = Q DRIVEN THROUGH THE BALE. THE FIRST STAKE IN EACH BALE SHALL BE DRIVEN 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL = _j TOWARD THE PREVIOUSLY LAID BALE AT AN ANGLE TO FORCE THE BALES BE DRY AND STABLE. O U TOGETHER. STAKES SHALL BE DRIVEN FLUSH WITH THE BALE. PROPOSED CABLE TRAY THROUGH ROAD PLAN VIEW 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2H:1V. EXISTING GRAVEL DRIVEWAY (TYP) O W 4. INSPECT FREQUENTLY AND REPAIR OR REPLACE PROMPTLY AS NEEDED. 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE Cl) Z SHALL BE SURROUNDED WITH EITHER SILT FENCING 5. BALES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFULNESS SO AS NOT OR STRAW BALES, THEN STABILIZED WITH VEGETATION J OR COVERED. TO BLOCK OR IMPEDE STORM FLOW OR DRAINAGE. NOTES: X 1. CABLE TRAY TO BE BY PLASTIBETON OR APPROVED EQUAL. TRENCH AND GRATE TO BE O N RATED FOR VEHICULAR LOADING (H-20). 04 HAYBALE DETAIL n / U C-03 C-06 SCALE:NTS 2. D01 NOT DISTURB EXISTING LANDFILL CAP. LO TYPICAL SOIL STOCKPILE 3. PROVIDE SMOOTH TRANSITION BETWEEN GRADE AND EXISTING GRAVEL DRIVEWAY. NOT TO SCALE LO 4. ANCHOR CONDUITS IN ACCORDANCE WITH PROJECT REQUIREMENTS. Cfl a 09 DRIVEWAY CROSSING SECTION Contract No: Q C-05 C-09 SCALE:NTS 480459 N I Scale: AS NOTED N JAN 2 4 2025 SOUTHOLD TOWN Date: PLANNING BOARD JANUARY 2025 a -- --- - - --- - --- -- - Sheet: g --------- - ---- - -- ------ - --- - --- ------------ - - ----- DETAILS NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE w PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING C-10 Z NOT FOR CONSTRUCTION Q 0 GENERAL NOTES: EROSION CONTROL MEASURES PROJECT CONSTRUCTION SEQUENCING NOTES VARIES (24' MAX.) >, N 0O � N 1. USE OF THIS DETAIL/CRITERION IS LIMITED TO ACCESS ROADS USED ON AN OCCASIONAL BASIS ONLY(I.E. EROSICN AND SEDIMENT CONTROL MEASURES SHALL CONSIST OF NON-WOVEN FILTER FABRIC MATERIAL WITH A WIRE MESH THE CONTRACTOR SHALL SUBMIT A CONSTRUCTION SEQUENCING OR CONSTRUCTION PHASING PLAN FOR OWNER APPROVAL THAT a� PROVIDE ACCESS FOR MOWING,EQUIPMENT REPAIR OR MAINTENANCE,ETC.). BACKING, OR A WOVEN FABRIC (SILT FENCE). ALL MATERIAL SHALL BE NEW AND FREE FROM DEFECTS THAT WOULD COMPROMISE COMPLIES WITH THE PERMITTING REQUIREMENTS,THE PROJECT SWPPP,AND OTHER REQUIREMENTS AS IDENTIFIED BY LOCAL AND o � z cc! > > THE EFFECTIVENESS OF THE CONTROL MEASURES, AFTER COMPLETION, ALL MATERIAL SHALL BE DISPOSED PROPERLY. LOCATION STATE AUTHORITIES.THE PLAN SHALL SHOW THAT ACTIVE LAND DISTURBANCE WILL BE LIMITED TO LESS THAN FIVE(5)CONTIGUOUS m` z 2. LIMITED USE PERVIOUS ACCESS ROAD IS LIMITED TO LOW IMPACT IRREGULAR MAINTENANCE ACCESS y OF ERCSION AND SEDIMENT CONTROL STRUCTURES CAN BE SEEN ON THE SITE PLAN. NOTE: ALL WATER CONTROL MEASURES ARE Ycli ACRES AND SHALL ADEQUATELY DISCUSS,BUT NOT BE LIMITED TO,THE FOLLOWING ITEMS: o N ASSOCIATED WITH RENEWABLE ENERGY PROJECTS IN NEW YORK STATE. � � ` ` LOCATED DOWN-GRADIENT FROM DISTRIBUTED STREET. IF TOPSOIL IS TO BE STORED IN AN AREA NOT SHOWN ON THE SITE PLAN, 1. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS FOR TEMPORARY AND PERMANENT EROSION AND DUE TO UNFORESEEN EVENTS, PRIOR TO STORING, THE DOWN-GRADIENT PERIMETER OF THE STORAGE AREA SHALL BE PROPERLY r 3. REMOVE STUMPS,ROCKS AND DEBRIS AS NECESSARY. FILL VOIDS TO MATCH EXISTING NATIVE SOILS AND GRAVEL MATERIAL PROTECTED PER THE SPECIFICATIONS DETAILED ON THIS PLAN. SEDIMENTATION CONTROL MEASURES AS OUTLINED IN THE PROJECT SWPPP OR AS DIRECTED BY THE OWNER. Z r o COMPACTION LEVEL. - 2. PRIOR TO STARTING ANY WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE AGENCIES AND SHALL INSTALL ° p CONSTRUCTION HOUSEKEEPING EROSION CONTROL MEASURES AS SHOWN ON THE PLANS. THE CONTRACTOR SHALL OBTAIN ALL PERMITS, NOTIFY CITY4. REMOVED TOPSOIL o OFFICIALS OF CONSTRUCTION COMMENCEMENT,AND SUBMIT CONSTRUCTION TIMETABLE. o 0 A R IN ADJA ENTA EA AS DIRECTED BY THE PROJECT ENGINEER. o CONTRACTOR SHALL MAINTAIN THE PROJECT SITES IN ACCORDANCE WITH THE FOLLOWING PERFORMANCE STANDARDS: 3. PRIOR TO COMMENCING ONSITE EARTHWORK ACTIVITIES, THE CONTRACTOR SHALL ESTABLISH THE CONSTRUCTION p COMPACT TO THE DEGREE OF THE NATIVE INSITU SOIL.DO NOT PLACE IN AN AREA THAT IMPEDES 00 STORMWATER DRAINAGE. i WORKSPACE LIMITS AND IDENTIFY AND MARK SENSITIVE RESOURCES. 9 MATERIAL STOCKPILING: MATERIAL RESULTING FROM CLEARING AND GRUBBING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES, 4. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL BEST MANAGEMENT PRACTICES v 5. GRADE ROADWAY,WHERE NECESSARY,TO NATIVE SOIL AND DESIRED ELEVATION.MINOR GRADING FOR `�' OR NEW MATERIAL DELIVERED TO THE SITE, SHALL BE STOCKPILED UPSLOPE OF DISTURBED AREAS. THE STOCKPILE AREAS SHALL (BMPs) IN ORDER TO PROTECT DOWN GRADIENT AREAS. WHERE APPROPRIATE, DIVERSION BMPs SHALL BE IMPLEMENTED TO CROSS SLOPE CUT AND FILL_MAY BE REQUIRED. , HAVE THE PROPER EROSION AND SEDIMENT CONTROLS INSTALLED TO PREVENT MIGRATION OF SEDIMENTS AND MATERIALS. DIRECT RUNOFF FROM UPGRADIENT AREAS AROUND THE PROJECT SITE. v 5. ON-SITE CONSTRUCTION SEQUENCE SHALL START WITH THE MINIMUM AMOUNT OF CLEARING REQUIRED TO INSTALL EROSION 6. REMOVE REFUSE SOILS AS(DIRECTED BY THE PROJECT ENGINEER.DO NOT PLACE IN AN AREA THAT4KGEOGRID MATERIAL STAGING, STORAGE, AND MARSHALLING AREAS: CONSTRUCTION MATERIALS AND EQUIPMENT SHALL BE STORED IN DESIGNATED CONTROL MEASURES. THIS INCLUDES, SILTATION FENCING, ANTI-TRACK PADS (STABILIZED CONSTRUCTION ENTRANCE), AND O STAGING AREAS AS INDICATED ON THE CONSTRUCTION DRAWINGS OR AS DIRECTED BY THE OWNER OR OWNER'S REPRESENTATIVE, OTHER MEASURES NOTED ON THE PLAN. NO WORK SHALL TAKE PLACE UNTIL THE OWNER'S REPRESENTATIVE HAS INSPECTED z IMPEDES STORMWATER DRAINAGE. y U OR ENGINEER. STAGING, STORAGE, AND MARSHALLING AREAS SHALL BE LOCATED IN AN AREA THAT MINIMIZES IMPACTS TO AND APPROVED INSTALLED MEASURES. 7. ROADWAY WIDTH ABOVE MINIMUM TO BE DETERMINED BY CLIENT. STORMWATER QUALITY. CHEMICALS, SOLVENTS FERTILIZERS, AND OTHER TOXIC MATERIALS SHALL BE COLLECTED AND DISPOSED 6. AFTER PERMANENT EROSION AND SEDIMENTATION CONTROL MEASURES WITHIN THE CURRENT PHASE OF WORK ARE o 8. THE LIMITED USE PERVIOUS ACCESS ROAD CROSS SLOPE SHALL BE 2%IN MOST CASES AND SHOULD NOT OF AT AN APPROVED SOLID WASTE OR CHEMICAL DISPOSAL FACILITY. BULK STORAGE OF FUEL MATERIALS WILL BE STAGED AT THE INSTALLED AND FUNCTIONING, THE CONTRACTOR SHALL OBTAIN OWNER APPROVAL BEFORE BEGINNING EARTHWORK IN THE s a- '. ry y PROJECT MARSHALLING YARD PER SAFETY DATA SHEET (SDS) SPECIFICATION AND ENVIRONMENTAL HEALTH AND SAFETY SUBSEQUENT PHASE. EXCEED 6%.THE LONGITUDINAL SLOPE OF THE ACCESS DRIVE SHOULD NOT EXCEED 15%. .y STANDARDS,WHICHEVER IS MORE RESTRICTIVE. U 7. AFTER EROSION CONTROL MEASURES ARE INSTALLED THE TYPICAL SEQUENCE SHALL BE AS FOLLOWS: ® ' 9. THE LIMITED USE PERVIOUS ACCESS ROAD IS NOT INTENDED TO BE UTILIZED FOR CONSTRUCTION WHICH y EQUIPMENT CLEANING AND MAINTENANCE: ALL ONSITE CONSTRUCTION VEHICLES SHALL BE MONITORED FOR LEAKS AND SHALL a. REMOVE VEGETATION FROM PROPOSED DEVELOPMENT AREA. ALL STUMPS AND WOOD SHALL BE TAKEN OFF-SITE AND RECEIVE REGULAR PREVENTATIVE MAINTENANCE TO REDUCE THE RISK OF LEAKAGE. ANY EQUIPMENT LEAKING OIL, FUEL, OR DISPOSED ACCORDINGLY. LU MAY SUBJECT THE ACCESS TO SEDIMENT TRACKING.THIS SPECIFICATION IS TO BE DEVELOPED FOR LIMITED USE ACCESS ROAD b. REMOVE AND STOCKPILE TOPSOIL AFTER EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN INSTALLED. THE TOPSOIL ,,nn POST-CONSTRUCTION USE.SOIL RESTORATION PRACTICES MAY BE APPLICABLE TO RESTORE TO BE FLUSH WITH HYDRAULIC OIL SHALL BE REPAIRED OR REMOVED FROM THE PROJECT SITE IMMEDIATELY. STORAGE, PARKING, MAINTENANCE,AND SHALL BE SEEDED IMMEDIATELY AFTER V � CONSTRUCTION RELATED COMPACTION TO PRE-EXISTING CONDITIONS AND SHOULD BE VERIFIED BY SOIL SERVICING OF CONSTRUCTION VEHICLES SHALL BE A MINIMUM OF 200-FEET FROM A WETLAND , WATERBODY, OR OTHER STOCKPILING IN ORDER TO STABILIZE THE SLOPE AND LIMIT SEDIMENT RUNOFF. 0 ENTRANCE AND MATCH ECOLOGICALLY SENSITIVE AREA AND STORMWATER CONVEYANCE FEATURES OR WATER QUALITY TREATMENT BMPS. PETROLEUM STOCKPILED TOPSOIL SHALL BE SEEDED AND MULCHED WHEN IT IS TO BE STORED MORE THAN 30 DAYS FROM TIME OF Q W o M PENETROMETER READINGS THE PENETROMETER READINGS SHALL BE COMPARED TO THE RESPECTIVE ro EXISTING ELEVATION RECORDED READINGS TAKEN PRIOR TO CONSTRUCTION,EVERY 100 LINEAR FEET ALONG THE PROPOSED PRODUCTS AND HYDRAULIC FLUIDS THAT ARE NOT IN VEHICLES SHALL BE STORED IN TIGHTLY SEALED CONTAINERS THAT ARE STOCKPILING.THE SITE CAN NOW BE REFORMED TO PROPOSED FINAL ELEVATIONS(LESS TOPSOIL DEPTH). � -N 00 ROADWAY. PLAN CLEARLY LABELED. ALL GASOLINE, DIESEL FUEL, OR OTHER FUEL STORAGE VESSELS WITH GREATER THAN 25-GALLON SHELL C. PROCEED WITH ALL WORK DEPICTED ON THE DEMOLITION PLAN, IF ANY. W N} (24' APACITY MUST HAVE SECONDARY CONTAINMENT CONSTRUCTED OF AN IMPERVIOUS MATERIAL CAPABLE OF CONTAINING A d. PREPARE AND COMPACT SUBGRADE(IF AND AS DIRECTED)AND INSTALL DRAINAGE AND STORMWATER BMP'S IN ACCORDANCE w 10. TO ENSURE THAT SOIL IS NOT TRACKED ONTO THE LIMITED USE PERVIOUS ACCESS ROAD, IT SHALL NOT BE VARIES MAX.)) MINIMUM OF 110%OF THE SHELL CAPACITY. WITH"GRADING AND STORMWATER MANAGEMENT PLAN". ~ w m Z w USED BY CONSTRUCTION VEHICLES TRANSPORTING SOIL, FILL MATERIAL,ETC.IF THE LIMITED USE EXISTING e. EXCAVATE SOIL TO THE DEPTH NECESSARY TO CONSTRUCT GRAVEL ACCESS ROAD AND POROUS ASPHALT PAVEMENT. ALL `.;;: 7 p o N PERVIOUS ACCESS IS COMPLETED DURING THE INITIAL PHASES OF CONSTRUCTION,A STANDARD NEW EXISTING GRADE GRADE DEBRIS AND OTHER MATERIALS: CONTRACTOR SHALL MANAGE ALL LITTER,CONSTRUCTION DEBRIS,AND CONSTRUCTION CHEMICALS REMOVED TOPSOIL SHALL BE UTILIZE ON SITE AS LOAM FOR GRASS AREAS. NO SOILS SHALL BE REMOVED FROM THE SUBJECT Z z 0 z STATEYORK STABILIZED CONSTRUCTION ACCESS SHALL BE CONSTRUCTED AND UTILIZED TO REMOVE : Z CUT LINE EXPOSED TO STORMWATER TO PREVENT MATERIALS FROM BECOMING A SOURCE OF POLLUTION. ALL DEMOLITION WASTE, DEBRIS, PROPERTY. (� $_ SEDIMENT FROM CONSTRUCTION VEHICLES AND EQUIPMENT PRIOR IN ENTERING THE LIMITED USE °O AND RUBBISH GENERATED DURING CONSTRUCTION OF THE PROJECT SHALL BE PROPERLY REMOVED FROM THE SITE AS IT OCCURS. f. COMPLETE REMAINING GRADING REQUIRED AS SHOWN ON THE GRADING PLANS. INSTALL EROSION CONTROL MATTING ON ALL `�a PERVIOUS ACCESS ROAD FROM ANY LOCATION VEON,OR OFF SITE.MAINTENANCE OF THE PERVIOUS ACCESS ALL MATERIALS SHALL BE PROPERLY DISPOSED OF OFF-SITE IN STRICT ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND SLOPES OF 3H:1 V OR GREATER(IF ANY),THEN SEED AND MULCH THE AREA. 'n ROAD WILL BE REQUIRED IF SEDIMENT IS OBSERVED WITHIN THE CLEAN STONE. \ \ / \ \ \ FEDERAL REGULATIONS.THE CONTRACTOR SHALL PAY PARTICULAR ATTENTION TO THE PROPER HANDLING, STORAGE, AND DISPOSAL OF HAZARDOUS SUBSTANCES. g. INSTALL CONCRETE UTILITY PADS, FOOTINGS, PHOTOVOLTAIC PANELS, UTILITY POLES, FENCE AND GATES AND OTHER 11. THE LIMITED USE PERVIOUS ACCESS ROAD SHALL NOT BE CONSTRUCTED OR USED UNTIL ALL AREAS / 7C C C \�/ IMPROVEMENTS PER THE PLAN. SUBJECT TO RUNOFF ONTO THE PERVIOUS ACCESS HAVE ACHIEVED FINAL STABILIZATION. \\i���j��j � �\�j�\ \�/\��j\�j\�j\ \� \ TRENCH OR FOUNDATION DEWATERING: TRENCH DEWATERING IS THE REMOVAL OF WATER FROM TRENCHES, FOUNDATIONS, h LOAM AND SEED FRONT YARD AND ALL REMAINING DISTURBED AREAS.UTILIZE EXISTING SITE SOIL WHERE POSSIBLE. COFFER DAMS, PONDS, SUMPS, BASINS, AND OTHER AREAS WITHIN THE CONSTRUCTION AREA THAT RETAIN WATER AFTER I. REMOVE ALL EROSION AND SEDIMENT STRUCTURES AFTER FINAL STABILIZATION AND ACCEPTANCE. IF STABILIZATION DOES 12. PROJECTS SHOULD AVOID INSTALLATION OF THE LIMITED USE PERVIOUS ACCESS ROAD IN POORLY FILL CUT AREA WITH EXISTING EXCAVATION. IN MOST CASES THE COLLECTED WATER IS HEAVILY SILTED AND HINDERS CORRECT AND SAFE CONSTRUCTION NOT OCCUR (INCLUDING DUE TO SEASONAL CONDITIONS) IN ALL AREAS BEFORE CONTRACTOR HAS SATISFIED ALL OTHER DRAINED AREAS,HOWEVER IF NO ALTERNATIVE LOCATION IS AVAILABLE,THE PROJECT SHALL UTILIZE GRAVEL MATERIAL SUBGRADE GEOGRID MATERIAL PRACTICES. THE CONTRACTOR SHALL REMOVE COLLECTED WATER FROM THE PONDED AREAS, EITHER THROUGH GRAVITY OR CONDITIONS TO FINAL ACCEPTANCE, CONTRACTOR SHALL PROVIDE A PLAN (INCLUDING APPROPRIATE PERFORMANCE ` WOVEN GEOTEXTILE MATERIAL AS DETAILED IN FOLLOWING NOTES. PUMPING, IN A MANNER THAT SPREADS IT THROUGH NATURAL WOODED OR VEGETATED BUFFERS OR TO AREAS THAT ARE ASSURANCES) TO THE OWNER'S REPRESENTATIVE TO REMOVE SUCH EROSION CONTROL MEASURES AFTER STABILIZATION SPECIFICALLY DESIGNED TO COLLECT THE MAXIMUM AMOUNT OF SEDIMENT LADEN WATER FROM DEWATERING TO FLOW OVER (AND ALLOWING CONTRACTOR TO ACHIEVE FINAL ACCEPTANCE), FOR ACCEPTANCE IN THE SOLE AND ABSOLUTE DISCRETION z 13. THE DRAINAGE DITCH IS OFFERED IN THE DETAIL FOR CIRCUMSTANCES WHEN CONCENTRATED FLOW DISTURBED AREAS OF THE PROJECT SITES.OTHER MEASURES OR METHODS MAY BE UTILIZED AS REVIEWED AND APPROVED BY THE BY THE OWNER'S REPRESENTATIVE.COULD NOT BE AVOIDED.THE INTENTION OF THIS DESIGN IS TO MINIMIZE ALTERATIONS TO HYDROLOGY, L/M/TED USE PER l/IOUS ACCESS RO�I D - 0� TO l 0� SLOPES ENGINEER. j. DURING THIS TIME ALL EROSION AND SEDIMENT STRUCTURES SHALL BE MAINTAINED IN PROPER WORKING ORDER. DISTURBED 1b �31s HOWEVER WHEN DEALING WITH 5%-15%GRADES NOT PARALLEL TO THE CONTOUR,A ROADSIDE DITCH MAY AREAS SHALL BE KEPT TO A MINIMUM AND SHALL ONLY TAKE PLACE WHERE IMMEDIATELY REQUIRED TO FURTHER 1S*�G REQUIRED.THE NYS STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROLS FOR NOT TO SCALE NON-STORMWATER DISCHARGES: CONTRACTOR SHALL IDENTIFY AND PREVENT CONTAMINATION BY NON-STORMWATER CONSTRUCTION. IT IS DESIRABLE FOR AN EROSION PREVENTION TO MINIMIZE DISTURBED AREAS. FINAL GRADING AND SEEDING GRASSED WATERWAYS AND VEGETATED WATERWAYS ARE APPLICABLE FOR SIZING AND STABILIZATION. DISCHARGES. SHALL TAKE PLACE AS SOON AS PRACTICAL. DIMENSIONS FOR THE GRASSED WATERWAY SPECIFICATION WOULD BE DESIGNED FOR PROJECT SPECIFIC HYDROLOGIC RUNOFF CALCULATIONS,AND A SEPARATE DETAIL FOR THE SPECIFIC GRASSED WATERWAY CONCRETE WASHOUT AREAS: DESIGNATED CONCRETE WASHOUT AREAS SHALL BE PROVIDED AS NEEDED TO ALLOW CONCRETE MULCH ANCHORING REQUIREMENTS WOULD BE INCLUDED IN THIS PRACTICE.RUNOFF DISCHARGES WILL BE SUBJECT TO THE OUTLET TRUCKS TO WASHOUT OR DISCHARGE SURPLUS CONCRETE AND WASH WATER ONSITE. CONCRETE WASHOUT AREAS SHALL BE A REQUIREMENTS OF THE REFERENCED STANDARD. INCREASED POST-DEVELOPMENT RUNOFF FROM THE DIKED IMPERVIOUS AREA LOCATED A MINIMUM OF 100 FEET FROM A DRAINAGE WAY,WATERBODY,WETLAND AREA,OR INFILTRATION ON SLOPES GREATER THEN 3 PERCENT, STRAW MULCH WILL BE FIRMLY ANCHORED INTO SOIL UTILIZING ONE OF THE FOLLOWING ASSOCIATED ROADSIDE DITCH MAY REQUIRE ADDITIONAL PRACTICES TO ATTENUATE RUNOFF TO EXISTING GRADE BMP. CONCRETE WASHOUT AREAS SHALL HAVE PROPER SIGNAGE AND BE CONSTRUCTED TO PREVENT CONTACT BETWEEN METHODS: PRE-DEVELOPMENT CONDITIONS. EXISTING WASHWATER AND STORMWATER. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION AND MAINTENANCE OF CONCRETE CRIMPING WITH A STRAIGHT OR NOTCHED MULCH CRIMPING TOOL; CUT LINE(24' MAX.) GRADE WASHOUT AREAS.CONCRETE WASHOUT AREAS SHALL NOT BE FILLED BEYOND 95 OF DESIGN CAPACITY AND SHALL BE CLEANED OUT - 14. IF A ROADSIDE DITCH IS NOT UTILIZED TO CAPTURE RUNOFF FROM THE ACCESS ROAD,THE PERVIOUS ONCE 75%CAPACITY HAS BEEN MET UNLESS A NEW FACILITY HAS BEEN CONSTRUCTED. - TRACK WALKING WITH DEEP-CLEATED EQUIPMENT OPERATING UP AND DOWN THE SLOPE (MULCH CRIMPED PERPENDICULAR ACCESS ROAD WILL HAVE A WELL-ESTABLISHED PERENNIAL VEGETATIVE COVER,WHICH SHALL CONSIST FILL CUT AREA WITH TO THE SLOPE)ON SLOPES<25 PERCENT; OF UNIFORM VEGETATION(I E. BUFFER),20 FEET WIDE AND PARALLEL TO THE DOWN GRADIENT SIDE OF GRAVEL MATERIAL ADDITIONAL REQUIREMENTS: COMPLETION OF THE WORK WILL REQUIRE FREQUENT ACCESS TO VARIOUS PORTIONS OF THE - APPLICATION OF MULCH NETTING; THE ACCESS ROAD.POST-CONSTRUCTION OPERATION AND MAINTENANCE PRACTICES WILL MAINTAIN THIS =co_z PROJECT AREA FROM STATE AND LOCAL ROADWAYS. CONTRACTOR SHALL MONITOR PUBLIC ROADWAYS AND SHALL CLEAN - APPLICATION OF 500 LB./ACRE OF WOOD FIBER MULCH OVER STRAW/HAY MULCH;AND VEGETATIVE COVER TO ENSURE FINAL STABILIZATION FOR THE LIFE OF THE ACCESS ROAD. PAVEMENT BY MEANS NECESSARY IN THE EVENT THAT SEDIMENT OR TRACKING IS OBSERVED 29_ o SLOPE �_ �- �\ � . SIGNAGE SHALL BE POSTED AT - COMMERCIALLY AVAILABLE TACKIFIERS(EXCEPT WITHIN 100 FEET OF WATERBODIES OR WETLANDS). 15. THE DESIGN PROFESSIONAL,MUST ACCOUNT FOR THE LIMITED USE PERVIOUS ACCESS ROAD IN THEIR SITE 3 MAX. INTERSECTIONS OF PROJECT ACCESS ROADS AND PUBLIC WAYS,STATING COMPANY NAME AND 24-HOUR CONTACT PHONE NUMBER. � p �� � CONSTRUCTION LATER CONTROL ASSESSMENT/HYDROLOGY ANALYSIS. IF THE HYDROLOGY ANALYSIS SHOWS THAT THE HYDROLOGY HAS 1 1 / �\ �� �\ RESTORE EXPOSED TEMPOFARY STABILIZATION FOR FROZEN CONDITIONS BEEN ALTERED FROM PRE-1-0 POST-DEVELOPMENT CONDITIONS(SEE APPENDIX A OF GP-0-20-001 FOR THE _ � SOILS. INSTALL DEFINITION OF"ALTER THE HYDROLOGY..."),THE DESIGN MUST INCLUDE THE NECESSARY /� �\\��\\��\\�� �� \ �����\ ��\\ SITE STABILIZATION: MULCHING SHOULD BE TRACKED INTO SOIL PRIOR TO FROZEN CONDITIONS, OR ANCHORED WITH NATURAL DURING CONSTRUCTION,ALL WRAPPING, BOXES, SCRAPS OF BUILDING MATERIAL,AND OTHER LITTER ITEMS SHALL BE DISPOSED OF o DETENTION/RETENTION PRACTICES TO ATTENUATE THE RATES(10 AND 100 YEAR EVENTS)TO \� /\� \\ \\�� ��\�'\/j�\��\�j�\�j�\�j�\ MATTING EROSION CONTROL ONTO FIBER NETTING.APPLICATION OF MULCHING SHOULD BE PERFORMED PRIOR TO SIGNIFICANT SNOW FALL. IF STRAW MULCH ALONE IS PROPERLY BY USE OF DUMPSTER OR CARTED AWAY.THE SITE SHALL BE INSPECTED AND CLEANED DAILY DURING CONSTRUCTION. PRE-DEVELOPMENT CONDITIONS. �� ��\\ .��� /\ �\ REQUIRED. USED FOR TEMPORARY STABILIZATION, IT SHALL BE APPLIED REMOVE EXISTING \� AT DOUBLE THE STANDARD RATE OF 2 TONS PER ACRE, MAKING THE APPLICATION RATE 4 TONS PER ACRE. OTHER MANUFACTURED MULCHES SHOULD BE APPLIED AT DOUBLE THE MANUFACTURER'S o GEOGRID MATERIAL NOTES: SOILS AS NEEDED FILL TH REMOVED RECOMMENDED RATE. IN AREAS WHERE SOIL DISTURBANCE ACTIVITY HAS TEMPORARILY OR PERMANENTS CEASED, THE WI APPLICATION OF SOIL STABILIZATION MEASURES SHOULD BE INITIATED BY THE END OF NEXT BUSINESS DAY AND COMPLETED WITHIN 1. THE GEOGRID, OR COMPARABLE PRODUCT, IS INTENDED FOR USE FOR ALL CONDITIONS, IN NATIVE SOIL, COMPACTED EXISTING INSTALL CHECK DAMS OR GEOWEB GEOGRID UNDER TO MATCH EXISTING SOILS SUBGRADE ANCHORED STABILIZATION THREE DAYS,ACCUMULATED SNOW AND FROZEN CONDITIONS ALONE ARE NOT CONSIDERED STABILIZATION. PROTECTION OF POST-CONSTRUCTION STORMWATER BMPs ORDER TO ASSIST IN MATERIAL SEPARATION FROM NATIVE SOILS AND PRESERVE ACCESS AND STABILIZED WITH SYSTEM GEOWEB SYSTEM. MATERIAL IN DRAINAGE LOADS. ANCHORED MATTING GEOTEXTILE FABRIC TO CHANNEL SLOPES: ALL SLOPES AND GRADES MUST BE PROPERLY STABILIZED WITH APPROVED METHODS. ROLLED EROSION CONTROL POST-CONSTRUCTION STORMWATER BMPs DESIGNED FOR WATER QUALITY TREATMENT SHALL NOT BE USED AS A SEDIMENT BE USED IN PLACID PRODUCTS MUST BE USED ON ALL SLOPES GREATER THAN 3HAV,OR WHERE CONDITIONS FOR EROSION DICTATE SUCH MEASURES. CONTROL DEVICES DURING CONSTRUCTION PHASE OF THE PROJECT. WHEN POSSIBLE, POST CONSTRUCTION STORMWATER BMP 2. GRAVEL FILL MATERIAL SHALL CONSIST OF 1-2" CLEAN, DURABLE, SHARP-ANGLED CRUSHED SECTION SOIL AREAS ONLY INSTALLATION SHALL OCCUR AFTER FINAL STABILIZATION IS ACHIEVED IN UPGRADIENT AREAS. STONE OF UNIFORM QUALITY, MEETING THE SPECIFICATIONS OF NYSDOT ITEM 703-02, SIZE NOTE: SETBACKS:A MINIMUM 25-FOOT BUFFER SHALL BE MAINTAINED FROM ALL PERIMETER CONTROLS SUCH AS SILT FENCE. MARK SILT DESIGNATION 3-5 OF TABLE 703-4. STONE MAY BE PLACED IN FRONT OF, AND SPREAD WITH, FENCE WITH TALL STAKES THAT ARE VISIBLE ABOVE THE SNOW PACK. EDGES OF DISTURBED AREAS THAT DRAIN TO A WATERBODY CONSTRUCTION PHASE STORMWATER SHALL BE DIVERTED AROUND POST-CONSTRUCTION STORMWATER QUALITY BMPs UNTIL FINAL A TRACKED VEHICLE. GRAVEL SHALL NOT BE COMPACTED. 1. THE ROADSIDE DITCH SHALL BE DESIGNED IN ACCORDANCE WITH THE NEW YORK STATE STANDARDS AND SPECIFICATIONS WITHIN 100-FEET WILL HAVE 2 ROWS OF SILT FENCE,5-FEET APART,INSTALLED ALONG THE CONTOUR. STABILIZATION IS ACHIEVED IN UPGRADIENT AREAS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OR REPLACEMENT OF 0° FOR EROSION AND SEDIMENT CONTROLS FOR GRASSED AND VEGETATED WATERWAYS. SEE GRASSED WATERWAY DETAIL ON BMP FILTER MATERIAL IN THE EVENT CONSTRUCTION PHASE STORMWATER IS DISCHARGED TO CONSTRUCTED BMPs. NATURE AND 3. GEOGRID SHALL BE MIRAFI BXG110 OR APPROVED EQUAL. GEOGRID SHALL BE DESIGNED BASED SHEET D-103. SOIL STOCKPILES: STOCKPILED SOILS MUST BE PROTECTED BY THE USE OF ESTABLISHED VEGETATION,ANCHORED-DOWN MULCH, DEGREE OF REPAIR SHALL BE AS DIRECTED BY THE OWNER. ON EXISTING SOIL CONDITIONS AND PROPOSED HAUL ROAD SLOPES. ROLLED EROSION CONTROL PRODUCTS,OR OTHER DURABLE COVERING. SEDIMENT CONTROLS MUST BE INSTALLED DOWNSLOPE OF THE PILE TO CONTROL SEDIMENTATION TO UNDISTURBED LOCATIONS. Drawn by: INCHES. 4. IF MORE THAN ONE ROLL WIDTH IS REQUIRED, ROLLS SHOULD OVERLAP A MINIMUM OF NINE CONSTRUCTION ENTRANCE: ALL ENTRANCE AND EXIT LOCATIONS TO THE SITE MUST BE PROPERLY STABILIZED AND MUST BE LIMITED USE PERVIOUS ACCESS RO%D - l 0� AND GREATER MAINTAINED TO ACCOMMODATE SNOW MANAGEMENT AS SET FORTH IN THE NEW YORK SSESC. A. REXROAT 5. REFER TO MANUFACTURER'S SPECIFICATION FOR PROPER TYING AND CONNECTIONS. SLOPES WITH DITCH SNOW MANAGEMENT: SNOW MANAGEMENT SHALL NOT DESTROY OR DEGRADE EROSION AND SEDIMENT CONTROL PRACTICES. Design by: 6. LIMITED USE PERVIOUS ACCESS ROAD SHALL BE TOP DRESSED AS REQUIRED WITH ONLY 1-2"CRUSHED PLOWING PERFORMED SHOULD NOT MIGRATE PLACED CRUSHED STONE OR ACCUMULATED MATTING DEBRIS WITHIN WATERBODIES, A. REXROAT STONE MEETING NYSDOT ITEM 703-02 SPECIFICATIONS. NOT TO SCALE CONVEYANCES OR PROTECTED AREAS. PREPARE A SNOW MANAGEMENT PLAN WITH ADEQUATE STORAGE FOR SNOW AND CONTROL OF MELT WATER, REQUIRING CLEARED SNOW TO BE STORED IN A MANNER NOT AFFECTING ONGOING CONSTRUCTION ACTIVITIES. BASIS OF DESIGN:TENCATE MIRAFI BXG110 GEOGRIDS;365 SOUTH HOLLAND DRIVE,PENDERGRASS, VARIES (24' MAX.) ENLARGE AND STABILIZE ACCESS POINTS TO PROVIDE FOR SNOW MANAGEMENT AND STOCKPILING. DRAINAGE STRUCTURES MUST Checked by: GA;800-685-9990 OR 706-693-2226;WWW.MIRAFI.COM BE KEPT OPEN AND FREE OF SNOW AND ICE DAMS.ALL DEBRIS OR ICE DAMS FROM PLOWING OPERATIONS THAT RESTRICT FLOW OF S. MEERSMA RUNOFF AND MELT WATER SHALL BE REMOVED. GEOWEB MATERIAL NOTES: FROST HEAVES: HEAVING FROST, FROZEN GROUND, WINTER CONDITIONS AND EQUIPMENT CAN AFFECT EROSION AND 1. THE GEOWEB,OR COMPARABLE PRODUCT, IS SUGGESTED FOR USE ON ROAD PROFILES EXCEEDING 10%. SEDIMENTATION CONTROL PRACTICES. EROSION AND SEDIMENTATION CONTROL DEVICES SHALL BE CHECKED FOR DAMAGE BY L0 HE GEOWEB PRODUCT IS INTENDED TO LIMIT SHIFTING STONE MATERIAL DURING USE. TRAINED CONTRACTOR AND QUALIFIED INSPECTORS. DEFICIENCIES SHALL BE REPAIRED AND OR INSTALLED MEASURES SHALL BE CIO.t. REPLACED AS DEEMED NECESSARY. THIS IS ESPECIALLY IMPORTANT DURING THAWING PERIODS AND PRIOR TO SPRING RAIN 2. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. y GRAVEL MATERIAL EVENTS. r 3. WHERE REQUIRED,A NATIVE SOIL WEDGE SHALL BE PLACED TO ACCOMMODATE ROAD CROSS SLOPE OF `, WINTER SHUTDOWN: IN THE EVENT OF TEMPORARY SHUTDOWN TO SOIL DISTURBING ACTIVITIES UNDER WINTER CONDITIONS, TEMPORARYIMPLEMENTED STABILIZATION MEASURES SHALL BE TO ALL DISTURBED AREAS AND SWPPP INSPECTIONS CAN BE 2%.NATIVE SOIL SHALL BE COMPACTED TO MATCH EXISTING SOIL CONDITIONS. REDUCED TO A MONTHLY FREQUENCY.THE CONTRACTOR SHALL REFER TO SOIL STABILIZATION MEASURES IN ACCORDANCE WITH 4. GRAVEL FILL MATERIAL SHALL CONSIST OF 1-2"CLEAN,DURABLE,SHARP-ANGLED CRUSHED STONE OF THE NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL(NOVEMBER 2016)AND SPDES O UNIFORM QUALITY,MEETING THE SPECIFICATIONS OF NYSDOT ITEM 703-02,SIZE DESIGNATION 3-5 OF GENERAL PERMIT GP-0-20-001. 0 TABLE 703-4.STONE MAY BE PLACED IN FRONT OF,AND SPREAD WITH,A TRACKED VEHICLE.GRAVEL SHALL NOT BE COMPACTED. 14, PERMANENT CONSTRUCTION AREA SEEDING .__IJ 5. GEOWEB SYSTEM SHALL BE PRESTO GEOSYSTEM GEOWEB OR APPROVED EQUAL.GEOWEB SHALL BE GEOWEB SYSTEM FINAL S-ABILIZATION SHOULD BE IMPLEMENTED AT THE COMPLETION OF EACH PHASE. ONCE CONSTRUCTION IS COMPLETE, W DESIGNED BASED ON EXISTING SOIL CONDITIONS AND PROPOSED HAUL ROAD SLOPES. i y EXPOSED SOILS REQUIRE FINAL AND PERMANENT STABILIZATION. SOILS SHOULD BE GRADED SMOOTH AND LEVEL TO ELIMINATE LL z RUTTING AND CONCENTRATED FLOWS, PONDING AND UNEVEN SURFACES FOR FUTURE MAINTENANCE ACTIVITIES. UNIMPROVED Q U 6. LIMITED USE PERVIOUS ACCESS ROAD SHALL BE TOP DRESSED AS REQUIRED WITH ONLY 1-2"CRUSHED AREAS SHOULD BE RESTORED TO ORIGINAL GRADE UNLESS PERMITTED AND PLANNED FOR REQUIRED FUTURE MAINTENANCE. W W STONE,SIZE 3A,MEETING NYSDOT ITEM 703-02 SPECIFICATIONS. CONSERVED STOCKPILED TOPSOIL SHOULD BE UTILIZED FOR TOPDRESSING GRADED SUB-SOILS AT EXCAVATION LOCATIONS. ANY Z z W SEVERELY COMPACTED SECTIONS WILL REQUIRE TILLING OR DISKING TO PROVIDE AN ADEQUATE ROOTING ZONE, TO A MINIMUM .__I O 7. THE TOP EDGES OF ADJACENT CELL WALLS SHALL BE FLUSH WHEN CONNECTING.ALIGN THE[-SLOTS FOR DEPTH OF 12".THE SEEDBED MUST BE PREPARED TO ALLOW GOOD SOIL TO SEED CONTACT,WITH THE SOIL NOT TOO SOFT AND NOT V INTERLEAF AND END TO END CONNECTIONS.THE GEOWEB PANELS SHALL BE CONNECTED WITH ATRA KEYS TOO COMPACT.ADEQUATE SOIL MOISTURE MUST BE PRESENT TO ACCOMPLISH THIS. IF SURFACE IS POWDER DRY OR STICKY WET, Q O N POSTPONE OPERATIONS UNTIL MOISTURE CHANGES TO A FAVORABLE CONDITION. REMOVE ALL STONES AND OTHER DEBRIS FROM AT EACH N T A L ATI AND ENID,A END CONNECTIONS.REFER TO MANUFACTURER'S SPECIFICATION FOR THE SURFACE THAT ARE GREATER THAN 4 INCHES,OR THAT WILL INTERFERE WITH FUTURE MOWING OR MAINTENANCE. PROPER INSTALLATION,TYING,ANCHORING,AND CONNECTIONS. '' �' PERVIOUS ROAD TO BE O � U FLUSH WITH ENTRANCE AND SOIL AMENDMENTS SHOULD BE INCORPORATED INTO THE UPPER 2 INCHES OF SOIL WHEN FEASIBLE. THE SOIL SHOULD BE TESTED BASIS OF DESIGN:PRESTO GEOS'YSTEMS GEOWEB;670 NORTH PERKINS STREET,APPLETON,WI; 800-548-3424 MATCH EXISTING ELEVATION OR 920-738-1222;INFO@PRESTOGEO.COM;WWW.PRESTOGEO.COM TO DETERMINE THE AMOUNTS OF AMENDMENTS NEEDED.APPLY GROUND AGRICULTURAL LIMESTONE TO ATTAIN A PH OF 6.0 IN THE _ .__I UPPER 2 INCHES OF SOIL. IF SOIL MUST BE FERTILIZED BEFORE RESULTS OF A SOIL TEST CAN BE OBTAINED TO DETERMINE PLAN FERTILIZER NEEDS,APPLY COMMERCIAL FERTILIZER AT 50 LBS.PER ACRE OF NITROGEN OR EQUIVALENT. '- O U WOVEN GEOTEXTILE MATERIAL NOTES: Z) u) IF SOILS ARE SOFT,MECHANICAL MULCHING MAY NOT BE AVAILABLE DUE TO THE INEVITABLE RUTTING WITH MULCHING EQUIPMENT. O W 1. SPECIFIED GEOTEXTILE WILT. ONLY BE UTILIZED IN PLACID SOILS. PLACID SOILS CONSIST OF VARIES (24' MAX.) EXISTING ANY UPLAND AREAS THAT ARE DISTURBED SHALL BE STABILIZED USING PERMANENT SEED MIX AS SPECIFIED IN THE NEW YORK z POORLY DRAINED SOILS COMPOSED OF FINELY TEXTURED PARTICLES AND ARE PRONE TO GRADE RUTTING. PLACID SOILS ARE TYPICALLY PRESENT IN LOW-LYING AREAS WITH HYDROLOGIC SOILS STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL (SSESC), UNLESS DIRECTED OTHERWISE IN EXISTING GRADE Q ASSOCIATED PERMITTING DOCUMENTS. � GROUP (HSG) OF C OR D, OR AS SPECIFIED BY AN ENGINEER, ENVIRONMENTAL SCIENTIST, SOIL JCUT LINE X SCIENTIST, OR GEOTECHNICAL DATA. co 2 THE CO MATERIAL NCEFOR POTENTIAL REDUCTION OF NATIVE INFILTRATION RATES DUE TO THE 2% SLOPE �� O WOULD A SIGNIFICANT CONCERN IN POORLY DRAINED SOILS RESTORE EXPOSED WHERE SEGREGATION OF PERVIOUS STONE AND NATIVE MATERIALS IS CRUCIAL FOR LONG TERM 3 MAX. i SOILS. INSTALL OPERATION AND MAINTENANCE. 1 EROSION CONTROL - �.�-�► �� /�\\/ MATTING AS REQUIRED. BASIS OF DESIGN:TENCATE MIRAFI RSi-SERIES WOVEN GEOSYNTHETICS;365 SOUTH HOLLAND DRIVE, PENDERGRF�SS,GA;800-685-9990 OR 706-693-2226;www.MIF2AFI.COM \X GEOGRID UNDER GEOWES SYSTEM. GEOTEX71LE GEOWEB SYSTEM FABRIC TO BE USED IN Contract No: ° FILL CUT AREA REMOVE PLACID SOIL AREAS a WITH GRAVEL EXIS§NqI § MOVED ONLY 480459 w EXISTING MATERIAL ASOIL, COMPACTED SUBGRADE CH EXISTING SOILS Scale: AND STABILIZED WITH SECTION ANCHORED MATTING ������� AS NOTED Date: a LIMITED USE PERVIOUS ACCESS ROAD - I07 AND GREATER SLOPES JAN 2 2025 JANUARY 2025 NOT TO SCALE PLANNING BOARD Sheet: SOUTHOLD TOYs�N NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 DETAILS NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING C-11 Q NOT FOR CONSTRUCTION 0 NOTES: cli 1, GENERIC HARDWARE, GRADE 5 MINIMUM, WHERE APPLICABLE 3 co o cli a� 2. TORQUE REQUIREMENTS DEVICE SCHEDULE -0 oco m 1, 1/4-20 = ,Oft-tb o = } N E 5/16-18 = 12ft-lb 00 Z N 3, 3/8-16 = 20ft-lb o 4, 1/2-13 = 50ft-lb WIRE 0 N 3. RECOMBINER SPECS BREAKER AMPERAGE PART NUMBER C❑NNECTI❑NS NOTES 3 0 1, CATALOG NUMBER, ACR600-CB-22-250-65-N3R-N-M(4000)-CABLE-AERMS-HTR-CPT-SPD-PULLBOX (PER PHASE) MARKING M9 z o MARKING M4 AND M5 MARKING Ml 2, VOLTAGE, 600Y/3 7V- 3. FREQUENCY, 60Hz MAIN 4000 L3F340ZYXXXXXXN 8,9,13 0 4, PHASES, 3P4W 5, CURRENT, 4000 1 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 (X2) 0 0 H T IR IT RA IN 6 :YE @ 60 VAC °0 2 250 3VA62250HL310AA0 6AWG-350MCM 7,12,15Big 00 NO GREATER THAN 16' FROM TERMINATION, 3 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 CPT 5, LINE SIDE CABLE LUGS. CRIMP 1TO MANUFACTURE RECOMMENDATIONS. � co AERMS o o° o 6, SWITCHBOARD FURNISHED WITH 80OW HEATER, WIRE PER 60OV-AERMS-HEATER, 4 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 , ) o i Z 7. DEVICE IS 10% RATED. 5 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 a° o a a 8, DEVICE IS 100% RATED, � .PiRl o 9, DEVICE FURNISHED WITH LSIG ELECTRONIC TRIP UNIT. ° 6 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 10. ALL CIRCUIT BREAKERS ARE MANUFACTURED BY SIEMENS, FU-STB 0 U 11, SWITCHBOARD FURNISHED WITH CABLE PULL BOX FOR EXTRA CABLE BENDING SPACE. 7 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 12. DEVICE FURNISHED WITH LI ELECTRONIC TRIP UNIT, PLATE 13, DEVICE FURNISHED WITH AERMS FUNCTIONALITY. WIRE PER 60OV-AERMS-HEATER. 8 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 0 ° 14, SWITCHBOARD IS FURNISHED WITH EXTRA 3P FUSE BLOCK AND SHORTING BLOCK, WIRE PER FU-STB. W 15. DEVICE IS FURNISHED WITH PAD LOCKABLE ATTACHMENT, 9 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 0 �� 0 IVn M 16. SWITCHBOARD IS FURNISHED WITH ERICO DT248030 SPD, I; 10 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 _ Q > Ho ' ^ GNU 11 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 0 0 HTR v NQ� ° CPT 12 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 0 0 • ° • ° LU ECIOZ FU MAIN Z \\ 4000A 13 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 • • • ° • • • ". W NZ J J 14 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 �a DLO ® -------------- 250A 1 2 250A 15 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 SPD � CUSTOMER SUPPLIED 250A 3 250A 16 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 • ® ° ° LUGS 250A 6 250A 17 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 •I 250A 8 250A 18 250 3VA6225OHL310AAD 6AWG-350MCM 7,12,15 250A 9 1 250A 19 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 0 0 00 000 000 0 0 0 0 0 250A 11 1 250A MARKING M7 ° ° ° 000 °000 °° ° ° ° ° ° z p 20 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 250A 1 1 250A 250A 1 1 250A 21 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 bps*L 250A 1 1 250A 22 250 3VA6225OHL310AAO 6AWG-350MCM 7,12,15 250A 1 2 250A J: 250A 2 2 250A VIEW SHOWN WITHOUT DOORS OR DEADFRONT VIEW SHOWN WITHOUT DOORS ' 0 N 1 © G 1 NOTES: Project: (IT-CO RKIRATI[IRCOM DFTR:AJ NOTES: Project: OT-CORPORATWN,COM D FTR:AJ REV DESCRIPTION BY PATE /�<11�/JS���� REV DESCRIPTION BY DATE 2700 Forest Mlls Loop Rd.SW NGRAJ 2700 Forest Hills Low Rd SW ENGRAJ p PA PRINTS FOR APPROVAL AJ 8/4/23 SRE SWBD 2 PA PRINTS FOR APPROVAL AJ 8/4/23 SRE SWBD 2 2700 ,NC t Hill Wilson'NC 27893 DATE:8/4/23 DATE:B/4/23 (llca\ .a 1 ADDED SERVICE ENTRANCE AJ 9/7/23 1 ADDED SERVICE ENTRANCE AJ 9/7/23 prDrRp son /�/``''`��J�''�' C ustomer: prnkq D"" DEVICE SCH:DJLE t DW-LME Customer: FRONT VIEW FRe NDn" J28430-%WrT-1%E-SRE-02-= E @`I�Cor oration SUMMIT RIDGE F1r N6PC, J28430-SUMMIT-RIDGE-SRE-02-010 SHEET 2 OF 3 P N SUMMIT RIDGE SHEET 1 OF 3 P (27cor OratiO n Pro,Iect it J28430 REv. 1 Protect 1 J28430 Rom: 1 MOVING PSIVER FORWARD 4.00 PULL BOX CONDUIT ENTRY � 4.00 Suitable for use with interconnected parallel sources. Suitable for use in 19.79" x 31.79" BACK OF SWITCHBOARD ENCLOSURE xCUSTOMER TO REMOVE VENT COVERSx M1 accordance with Article 705 of the If handle is in "'TRIPPED" GO6r National Electrical Code,NFPA 70. _T position, breaker must be Turning off Parallel Energy Source '2 0 0 P MAIN (D 1.75 Disconnect does not de-energize this M4 switched to"'OFF" POSItIOn 2,00 4000A O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o switchboard. Turn off power from all before returning handle to 250A , z 250A -_ sources supplying this switchboard Drawn by: ° before working inside. "ON" Position 250A 3 4 250A A. REXROAT 13,5" x 30" � .0 250A 5 6 250A M8 250A 6 250A SWITCHBOARD CONDUIT ENTRY ti x 2950 a6 VENTILATION OPENING 00 250A s , 250A 4'00 Design by UNDER 1/4" 250A , 250A REXROAT 250A --t�i 250A L�_J. 11 DETAIL A 250A s 250A 250A 6 250A Checked by: 4xn.88 ----- ------ . ------- - --- Maximum continuous loads not to exceed 80 percent 250A z, S. MEERSMA 250A ssss of the overcurrent protective device (circuit breaker BOTTOM CONDUIT VIEW and fuses) ratings employed in other than motor 4,00 � M2 circuits, except for those circuits employing circuit breakers marked as suitable for continuous �--- 2,00 UL MARKING AND ----� r A MARKING M2, M3, M8, AND M15 operation at 100 percent of their ratings. PARALLEL ENERGY SOURCE TO BE AFFIXED ON 4.00 _T 0 _ u!i!�uNnuu!nnm INSIDE OF DOOR, ° DISCONNECT ,... ... -- Maximum continuous ampere rating: 250.0 amps per M5 2,00 BOTH ENDS OF DISCONNECTING 1,00 breaker DEVICE MAY BE ENERGIZED o 0 M9 MAIN 0,50 J For use with 75C rated conductors L11 UL TYPE 3R V Z .,..e LLJ g 9(oo ' - 4,00 - 4,00 I{..�.� 4,00 � CL �- � n 75 52 I O ct DOOR HANDLES INCLUDE ®r--> = Q (PTCorporation J ° PROVISION FOR LOCKING 51 s °aD,a� ��ao NEUTRAL BONDING JUMPERT -r O a M3 Catalog Number.ACR600-CB-22-250-65-N3R-N-M(4000)- Wire Size: 750kcmil Cu Lug: N51 GL75048 0 CABLE-AERMS-HTR-CPT-SPD-ftLLB0X Wire Length: 24" Die Color:BLACK v 600V/347V 2.00 M7 2,00 M15 SUITABLE FOR USE AS SERVICE 2,00 � C uJ a 6OHz 3P4W Mounting Hardware 1/2-13 X 1 3/4" Hex Head Screw EQUIPMENT ''^^ 4000 AMP Grade 5 w/Flat Washer(2)&Lock Washer(1)&Nut(1) vJ o O Short Circuit Rating:65,000A o Torque Value-50ft-lbs LEFT SIDE VIEW REAR VIEW FRONT VIEW RIGHT SIDE VIEW 0<' 0 a L�/�/ L I cg r a NOTES: Project: OT-CORPORATION.COM DFTR:AJ NOTES: REV DESCRIPTION BY DATE REV DESCRIPTION BY DATE Project: OT-MRPLRATIMETIM DFTR:AJ PA PRINTS FOR APPROVAL AJ 8/4/23 SRE SWBD 2 2700 Forest Hits Loop Rd SW ENGRAJ , ADD SERVICE ENTRANCE AJ 9/7/23 SRE SWBD 2 2700 Forst Hnls Loop Rd,SW ENGRAJ Contract NO: d Wilson,NC 27893 2' 1 ADDED SERVICE ENTRANCE AJ 9/7/23 DATE:B/4/23 Wftson,NC 27893 DATE:B/4/23 d DnHp Dtln C ustomer: DrD•Fg Title, 480459 y Customer: SVITCHBOARD PROFD.E VIEWS t TROUGH SWITCHBOARD LABELS FpeMa•" @ Corporation @IPCor oration SUMMIT RIDGE Jrea3D-suMMtr RIDGE-sRE-oz-ou SHEET 3 OF 3 aD D° r�.�a SUMMIT RIDGE FRe fteJ28430-SUMMIT-RIDGE-SRE-02-LABELS SHEET 1 OF 1 p Project J28430 R� 1 Project It Scale: NDVD°PDVOI ialfVMD J28430 Rom° 1 AS NOTED p:f ,CIF-90W[MD Date: N JANUARY 2025 - JAB 2 4 2025 Sheet: SOU i BOLD TOWN PLANNING_BOARD DETAILS NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL s (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE Drawing No: w PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING C-12 NOT FOR CONSTRUCTION o_ 0 T� a0 N (a O �--• N _ 1 2 3 4 5 6 1 2 3 4 5 6 � MCD1- Item Part Description Qty m z N Cn 82.3 1 2 HOLE GROUND PAD 3 BOTTOM O F TRANSFORMER Y N 79.8 2 Single Parking Stand Weld Assy 1 � } •• 3 RADIATORS-20 PANEL X 48"TALL 4 Z 0 O A - 4 Lifting Lug 4 A HOLD DOWN MOUNTING HOLE o 5 1"Drain Valve&Sampler In Padlockable Box 1 LOCATIONS 1 ■ 12 5 QTY. 4 6 NAMEPLATE 4X8 AL 4 0 7 22"X 29"X 10"DEEP GAUGE BOX 1 LO v 8 HV BUSHING--NLB 125kV BIL,600A 6 7 59 coo 24 -- _ _ _ _ 9 LV BUSHING--EPDXY BUSHING,30 BIL,10H SPADE 4 10 HO BUSHING--PORCELAIN 95 BIL 2H SPADE 1 (Z o --- a 11 LIQUID TEMPERATURE GAUGE WITH CONTACTS 1 • Z B c 33.2 12 PRESSURE RELIEF VALVE.25"SOPSI 50SCFM w/MANUAL PULL RING 1 B N �v� N ® 13 BAYONET FUSE 125A 3 n ) �a 14 TAP CHANGER,150A,200 BIL,6T,SILVER PLATED,w/GRIPPER HANDLE 1 d 15 2 POS LB SWITCH 2O0BIL 300A 1 U a 16 TERMINAL BLOCK 18 POLE R 2 17 3 PHASE 4 WIRE SECONDARY ARRESTER,400 MCOV 1 LLJ 6_ O_ r �19 GEM VACUUM SWITCH-5PSI FACTORY SET 1 ® � '20 GAUGE PRESSURE VAC ASSY w/SCHRADER VALVE 1 -" N UC , / 21 LIQUID LEVEL GAUGE W/ALARM CONTACTS(HI-LO) 1 C r RECOMMENDED PAD 22 ARRESTER POLIM 25kV K655ESA-10 3 ��w 23 23 FRONT BARRIER 1 W m o w 24 WEG LOGO PLATE 1 6.7 z O v? 6 ' 25 ENVIROTEMP DECAL 1 � Lij N MI 26 NON PCB DECAL 1 I a L 27 PRESSURE RELIEF DEVICE 1OPSI 1 27 14 13 Terminal Block 12 18 19 11 q 10 0 " D _ 6.5 Schematic Nameplates D on back of Gauge Box door. " -- • • 5 0 AAA _ N 20 5 Ik ao 21 r z •• • CD8 H1A I CD .5 16 " v'ly�131f CO " (,� • w 10.6 r - • • • �S'*L a> 5.1 - m to CD I o I E 2 E - - - c M N 1 " O 0 22 68.23 75 _ 40.3 I- 40.3 ..L.• 31.2 33.3 _ 117.5 CUSTOMER NAME:SUMMIT RIDGE PESO BRUTO I GROSS MIGHT 6208 kg PESO NETO/NETWEIGHT 6208 kg ESCALA/SCALE t30 PESO BRUTO I GROSS MIGHT 6208 kg PESO NETO/NETWEIGHT 6208 kg ESCALA/SCALE! 1:30 S.O..#496917021-020 KVA RATING:2000/2240 KVA 500002137181 CHANGE WEIGHT AMENA AARTEAGA AARTEAGA 30/06/2022 01 500002137181 CHANGE WEIGHT AMENA AARTEAGA AARTEAGA 30/06/2022 01 Approval Block PRIMARY VOLTAGE: 13200GrdY/7620,95 BIL IT MODIFICACION Loc RESUMEN DE MODIFICACIONES EJECUTADO VERIFICADO LIBERADO FECHA VER W MODIFICAC16N LOc RESUMEN DE MODIFICACIONES EJECUTADO VERIFICADO LIBERADO FECHA VIERF SECONDARY VOLTAGE:600Y/346,30 BIL ECM SUMMARY OF MODIFICATIONS EXECUTED CHECKED RELEASED DATE F ECM SUMMARY OF MODIFICATIONS EXECUTED CHECKED RELEASED DATE Approved as Submitted M EJECIEXECUTED AMENA DIMENSAO TOTAL 10009854700 00 EJEC/EXECUTED AMENA DIMENSAO TOTAL 10009854700 Approved as noted FLUID:ENVIROTEMP FR3--626 GAL VERIF/CHECKED AARTEAGA OVERALL DIMENSIONS Ea� VERIFICHECKEO AARTEAGA OVERALL DIMENSIONS V3 o TOTAL WEIGHT: 14078 LBS o LIBERIRELEASED AARTEAGA �`' DIMENSIONES GENERALES - 000 1 01 a o LIBERIRELEASED AARTEAGA DIMENSIONES GENERALES 000 01 --�----Resubmit Sign&date m FECHA LB/REL DT 30/06/2022 WTD TIZAYUCA INGENIERIA DE PRODUCTO HOJAI SHEET 1 / 2� N FECHA LBIREL DT 30/06/2022 WTD TIZAYUCA INGENIERIA DE PRODUCTO HOJA/SHEET 2 / 2 UE Q Propiedad de WEG.Reproducci6n prohibida sin previa autorizaci6nJ WEG's property.Forbidden reproduction Propiedad de WEG.Reproducci6n prohibida sin previa autorizaciI WEG's property.Forbidden reproduction without previous authorization. 0 moo 0 Co u 0 p [Y Design I r n ip e CI o n c e MANUFACTURED BY VOLTRAN S.A. DE C.V. Drawn by. 5.71 o Design THREE PHASE TRANSFORMER 55/65 °C RISE 60 Hz. CLASS KNAN ENVIROTEMP FR3 FLUID y. T Design bA. REX by. 2000 kUA(55°C RISE) HU(AI) 13200 GrdY/7620 2240 kVA(65°c RISE) LV (AI) 600 Y/ 346 Approval Block Approval Block MANUFACTURED BY VOLTRAN S.A. Dr� C.V. MANUFACTURED BY VOLTRAN S.A. DE C.V. A. REXROAT Approval Block - sPARE Checked by. BLK ❑ Approved as Submitted ❑Approved as Suhr)ltted ® 1 e ❑Approved as Submitted 8 1 e HIGH -- -- ---- ❑ Approved as Wed ❑Approved as Noted O L TEMPERATURE ® 2 ® WHT 26T SW#t Approved as Noted E) 2 El Resubmit ALARM SET � 105'C SIn-Date ❑Resuhm't Sign & Date G 3 e GRN ❑Resubmit Sign & Date 9 e 3 e M - 4 - BL U - -�--- S/N %IMP. e e e 4 HIGH r ORG 26T SW/2 ------- )ETC SWITC LINE-LINE LINE TOP o L TEMPERATURE � 5 ® ® 5 MODEL M 018 9 4 9 5-010 0 POSITION VOLTAGE(V)CURRENT (A TRIP SE- @ 1 15'C _ 1 - ---- (4} 3/16 Dia. Holes __RE�� '4.00 CORE & COIL (UNTANKING) 5229 LEIS A OR 1 13860 93.3 E) _ TANK & FITTINGS 4043 LBS B OR 2 13530 95.6 - -- -E) E) BLK O 7 ® 7 ® >. --3.50 ,25 LIQUID 626 GALS 4806 LBS C OR 3 OIL 13200 98.0 - TOTAL 14078 LBS D OR 4 12870 100 HIGH LEVEL E) 8 ® RED 71T © HIGH 11 � > DATE OF MFG. E OR 5 12540 103 A:ARN ®_- ._8�__ J Y N rl 0 LV 600 2155 8 9 ® BLU ® 9 E) Z H2 Y X2 HV BIL WNDGS/ACCSS: 95/125 KV 8 0 ® OR, 8 10 8 LL U LV BIL WNDGS/ACCSS: 45/30 KV OIL YEL 71T SW#2 o LOW LEVEL ® 11 ® SFT @ LOW ® 11 ® W s 8.00 7.50 C UL H 1 H3 X 1 X3 (9US LISTED A ARM e 2 ® BR IN E) 12 E) J O f 11D a HO X0 Liquid Immersed _ �^ V Distribution Transformer RED ^ 5LK8 No.E495851 ® 13 ® 13 E) J CL O PRESSURE SW ---L -- - -- O Z LIQUID CONTAINS LESS THAN 1 PPM PCBs AT TIME OF MANUFACTURE. PRESSURE BLK LIQUID LEVEL AT 25'C IS 7" BELOW TOP OF HANDHOLE FLANGE. ALARM ® 14 ® SET 7 PSIG LIQUID LEVEL CHANGES 0.5" PER 10'C CHANGE IN LIQUID TEMPERATURE. E) 15 -® BL„' R SINGG ® 15 ® J ° OPERATING PRESSURES OF PRESERVATION SYSTEM ARE 7 PSIG MAX & -2 PSIG MIN. U J ej_ ® 2 0 o TANK IS DESIGNED FOR 3 PSIG VACUUM FILLING AND MUST BE SOLIDLY GROUNDED. ® 6 ® RED O ® 16 (9r- 'n U o BEFORE INSTALLATION AND OPERATION READ INSTRUCTION BOOK (WEG #ZU+7-8101). - 1 VACUUM SW �/J a 25 E) E)STATIC(SHIELD VACUUM 17 BLK SET @ -5 PSIG fi7hTMALA ® 17 ® O W_ FALLING _ _ MATERIAL: INOX ® 8 ® BLU ® 181 0 (4). 1875" DIA. MTG. 2 POS. SWITCH ---- ---- I MADE IN MADE IN X HOLES ON CENTERLINE I �1e O 3.5" x 7.5" APART. - "%'�' ®� U SIZE OF PLATE 4 .0 H9A HVA F3A H3B HZg Ii1gH0 XO X1 X2 X3 C C (SOY RP to Core Shield US x 8.0" WITH .25" Patent 0 - MADE IN MEXICO O 0 - MADE IN MEXICO 0LO pending JAN 2 4 2025 - DESIGN FOR STEP UP OPERATION @ < 3300 FT ASIL I (� CORNER RADIUS. SOU-I HOLD TOWN PLANNING BOArD 0 MADE IN MEXICO 0 Contract No: 480459 W NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 Scale: NAME: (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY NAMEPLATE WEG CONTROL NAMEPLATE AM WEG CONTROL NAMEPLATE PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED AS NOTED MAT L; MA 'L: MAT'Ll PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INOX INOX INEX Date: A N D L UMBL EV: DAIt, NARi NUMBER RLv JANUARY 2025 N WASHINGTON. MO 63090, USA 7/1/2022 496917021-020 0 WASHTNC-TnN, M❑ 6:;0901 USA 06/21/2022 496917021-020 0 wnsHiNrTON, Mn �ao9o, usn 06/21/2022 496917021-020 Ol NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL DECIMAL ANGULAR FRACTIONAL SCALE �a epeo.Nwaaj DRAWN II APPROVED DECIMAL ANGULAR FRACTIONAL SCALE 1,e�LERANCES, DRAWN BY ArPROVED DECIMAL ANGULAR �FPACTIONALJ SCALE Ce OePtR s of a DRAWV By, APPROVED DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND A R E t .032 t 2' t 1 32 1:1 f ,032 El ZW ± 03P ± 2° ± 1/3? NTS ± 032 Du ZW ± 032 ± 2° ± 1/32 NTS ± 032 DG ZW INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Sheet: INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. DETAILS a NOT FOR CONSTRUCTION Drawing No: w z ISSUED FOR PERMITTING C-13 z 0 > O N co O N .j.. Cl) O co Co N cj '• m '`' 't@ � U ®M-�IrO� S SERIES m Z N • A , DUO i r o �N cr 0 N u z ■ Mechanical Specification Yna'aac m� ,, 3 c a -' 0 O Soft RE R I E Sub X Format 93.81n x 51.3 in x 1.38 in(including frame) ,, m m Z p O Qcells -< (2384mm xl303mm x 35mm) Weight 84.2lbs(38.2kg) aaae•ras mw e.Y.,,Y„y a.a yrr.m..r,narsa el-.!s O Front Cover 0.08 In(2.0 mm)thermally pre-stressed glass •°s'v.a^ M° O with anti-reflection technology ° O 675-690 Wp 113.2 Cel Is Back Cover 0.08 In(2.0 mm)semi-tempered glass O Frame Anodised aluminium 22.2 /O Maximum Module Efficiency ,�aaat ICT Cell 6 x 22 monocrystalline Q.ANTUM solar half cells o-ua 00 Junction box 2.09-3.98 x 1.26-2.36 x 0.59-0.71in(53-101 mm x 32-60mm x 15-18 mm), °°a°•*xp a ° '°""�'° " a + Protection class IP67,with bypass diodes Cable 4mm2 Solar cable;(+)>29.5In(750man),(-)213.8in(350mm) ��'�`P' 1 ^•n-�°" °E^ "��m-I Z ----- tic p,mr IIa�•n" as pmy I QIa3apm4 Connector St8ubli MC4;StSubli MC4-Evo2;-IP68 MODEL O.PEAK DUO NIL-G12S.31Ef-G a)■ Electrical Characteristics "o POWER CLASS 675 T 680 685 690 d MINIMUM PERFORMANCE AT STANDARD TEST CONDITIONS,STC1(POWER TOLERANCE+5 W/-0 W) ty- BSTC* BSTC' 8STC• BSTC" f ®� Power at MPPt PMPP [W] 675 738.4 680 743.8 685 749.3 690 754.8 Bifacial energy yield gain of up to 21% Short Circuit Current' Isc [A] 18.45 20.20 18.48 20.23 18.51 20.26 18.54 20.30 Bifacial Q.ANTUM solar cells make efficient use of light ' Open Circuit Voltage' V IV] 46.10 46.27 46.24 46.40 46.37 46.53 46.50 46.66 O g E 9 oc M shining on the module rear-side for radically improved LCOE. •c: Current at MPP IMPP [A] 1756 19.22 17.62 19.28 17.68 19.34 17.74 19.40 Q 0 ( ] Voltage at MPP V aP [V] 38.43 38.42 38.59 38.58 38.75 38.74 38.90 38.90 N O (� En C14 U t x Efficiency' r) [%] 2!21.7 221.9 z22.1 2t22.2 Q>: O Low electricity generation costs Bifaciality of PMPP and Isc 70%15%•Blfaciality given for rear side irradiation on top of STC(front side)-According to IEC 6 0 9 0 4-1-2 ry 9>W O,ANTUM DUO technology with optimized module layout to Measurement tole rances PMap t3%;Isc,Voc 15%at STC:1000 W/m2;Oat BSTC:1000W/m2+(p x 135W/m2,rp=70%,25t2°C,AM 1.5 according to IEC 60904-3 LiJ m z W s t boost module power and improve LCOE. MINIMUM PERFORMANCE AT NORMAL OPERATING CONDITIONS,NMOT2 7 O N Power at MPP PMPP IW] 508.2 512.0 515.7 519.5 L Z Z n 4 { E Short Circuit Current Isc [A] 14.86 14.89 14.91 14.94 4 t, , ?` r, A reliable investment € Open Circuit Voltage Voc [V] 43.61 43.73 43.86 43.98 �' ar f Curren MP t at MPP I P [A] 13.83 13.85 13.93 13.98 i Double glass module design enables extended lifetime with x r 12-year product warranty and improved 30-year performance Voltage at MPP VMPP ]v] 36.75 36.89 37.03 37.16 warranty'. Measurement tolerances PMPP t3%;Isc;Voc t5%at STC:1000 W/m2,25t2°C,AM 1.5 according to IEC 60904-3•2800 W/m2,NMOT,spectrum AM 1.5 Ocelts PERFORMANCE WARRANTY PERFORMANCE AT LOW IRRADIANCE I W 100 t e ' ° Enduringtre a At least 98%of nominal power high performance �,,,a,�_°� p mraeiw.l mar. xit - n*;A �p� o tluringftrstyear.Thereaftermax. 6 e ; # 'ot a ss - - 0.45%deg radation per year.At I , € P Long-term yield security with Anti LID and Anti PID Q ., _ least 9395%of nominal power +ao -------------- up w,.,. a,'', .7 OtB,I„ts Technology2,Hot-Spot Protect. f to l0 years.At least 84.95%of I r qj F w. z 0 - nominal power up to 30 years. o All data within measurement r• r w rc tolerances.Full warranties In �b �31f Frame for versatile mounting options >a �S g p a accordance with the warranty rJ 0-- eo terms of the Ocells sales Y. b, YY High-tech aluminum alloy frame protects from damage, e a as ,o is 20 2g w organisation of your respective p =all 400 e� '� o �. r 1 r • 'd� IRRADIANCE /m enables use of a wide range of mounting structures and is YEARS country, 'I o \� certified regarding IEC for high snow(5400Pa)and wind -r, Standard terms of guarantee for the B PV companies with the lyplcel module performance u rMer low lrad conditions In f i - loads(2400 Pa). highest production capacity in 2021(February 2021 comparison to STC mnditbnc(25^C,1000W/m'). rDI 'z- TEMPERATURE COEFFICIENTS �I 1 r Temperature Coefficient of I a [%/K] +0.04 Temperature Coefficient of Voc p [%/K] -0.27 _ Innovative all-weather technology 50 ( Temperature Coefficient of PMP" y [%/K] -0.34 Nominal Module Operating Temperature NMOT rF] 108t5.4 6 m Optimal yields,whatever the weather with (42t3`C) C F excellent low-light and temperature behavior. o ■ Properties for System Design 'See data sheet on rear for further information. Maximum System Voltage Vsrs M 1500 PV module classification l Class II Y 2 APT test conditions according to IEC/TS 62B04-1:2015 method B(-1500v,168h) Maximum Series Fuse Rating [A DC] 30 Fire Rating based on ANSI/UL 61730 TYPE 294 6 including post treatment according to IEC 61215-1-1 Ed.2 0(CD) a --- -" u Max.Design Load,Push/Pull [Ibs/ft2] 75(3600 Pa)/33(1600 Pa) Permitted Module Temperature -40°F up to+185°F Max.Test Load,Push/Pull' [Ibs/ftq 113(5400 Pa) 50(2400 Pa) on Continuous Duty (-40°C up to+85°C) 'See Installation Manual `New Type is similar to Type 3 but with metallic frame z a o ■Qualifications and Certificates N UL 61730,CEcompliant, o IEC 61215:2016, IEC 61730:2016, A U.S.Patent No.9,893,215- (solarcells) F L►+ The[deal solution foraxrar - 2- O C` iaysn...a ❑' . � »a c us ID 1 Ground-mounted t0v.aa.�a O"a `• 2022 'Contact your Ocalls Sales Representative for detalb regarding the module's e1191bIIRy to be Buy American Act(BAA)compliant. solar power plants Qcells pursues minimizing paper output in consideration of the global environment. Nom:Installation Instructions must be followed.Contact our technical service for further Information an approved Installation ofthis product. ���'I Hanwhe O CELLS America Inc 400 Spectrum Center DrW,Suite 1400,Irvine,CA 92618,USA I TEL+1 949 748 59 96 1 EMAIL hqc-InqulryQ_lgcells.com 1 WEB www.grxHs.cam 7. - - >+, , m j 0) It A C 0 '@DTechnical Data Technical Data 1 - 11 _� I I _l DCin input 125TL3 137TL3 Dtinputda t a 15oT13 REXROAT p _ .-.. _ _ _. _ _... - Drawn by. _ A new energy. Max.recommended PV generator power 187 500 W 205 500 W Max.recommended PV generator power 225000 W MPP range 875-1300V 875-1300V MPP range 960-1300V Design by: Operating range 875-1 450 V 875-1 450 V Operating range 960-1 450 V A. R EXROAT Rated DC voltage/start voltage 90o V/1 o00 V 900 V/1 000 V Rated DC voltage/start voltage 1 000 v/1 100 V Max.no-load voltage 1 soo y 1 soo y MaK.no-load voltage 1 500 V Checked by. Max.input current 160 A 160 A Max.input current 160 A b I u e I a n et 125 15 0 T L 3 Max.short circuit current Ixmax 300 A 300 A Max.short circuit current I,_ 300 A S. M EERS MA Number of MPP tracker 1 1 Number of MPP tracker 1 Connection per tracker 1-2 1-2 Connection per tracker 1-2 String inverters for utility-scale solar power plants AC output data A[outp 7 to LO Rated output 125000 VA 137000 VA Rated output )150000 VA (� up to multi-megawatt solar parks. Max.power 137500VA 137500VA Max.power 150000VA Line voltage 600 V(3P+PE) 600 V(3P+PE) Line voltage 660 V(3P+PE) r Voltage range(Ph-Ph) 480-690 V 480-690 V Voltage range(Ph-Ph) �480-760 V � Rated frequency(range) 50 Hz/60 Hz(45-65 Hz) 50 Hz/60 Hz(45-65 Hz) Rated frequency(range) 50 Hz/60 Hz(45-65 Hz) Rated current 3 x 120.3 A 3 x 132.3 A Rated current 13 x 131.2 A Max,current 3 x 132.3 A 3 x 132.3 A Max.current 3 x 132.3 A O + _ a Reactive power/Cos phi 0-100%Snom/0,30 Ind.-0,30 cap. Reactive power/cos phi 0-100%Snom/0.30Ind.-0.30cap. Max.total harmonic distortion(THD) 5 3% 5 3% MaK.total harmonic distortion(THD) 5 3% K A C 0 0 Number ofgrid phases 3 3 Number of grid phases 3 J ._.. Generai data Generai data J a Max.efficiency 99.2% 99.2% Max.efficiency 199.2% W Europ.efficiency 99.0% 99.0% Europ.efficiency 99.0% Q ' `LL _ CEC efficiency 98.9% 98.9% CEC efficiency 99.0% 7 v s Z W U 1 W K A C 0 � Standby consumption <10 W <10 W Standby consumption <10 W -. . . o Mulpranet Circuitry topology transformerless transformerless Circuitry topology !transformerless J �1� xMech.nIcaldata Nlecha t O a --------- - -- o i Display LEDs LEDs Display '!LEDs Q O Control units webserver,supports mobile devices webserver,supports mobile devices Control units webserver,supports mobile devices JCLT • ° O .L i Ethernet(Modbus TCP,Sunspec),RS485(KACO-protocol) Ethernet(Modbus TCP,Sunspec),RS485(KACO-protocol) Interfaces Interfaces v USB,optional:4-DI U58,optional:4-DI o Fault signalling relay potential-free NOCmax.30V/1A potential-free NOC max.30V/1A Fault signalling relay potential-free NOCmax.30V11A T ° ? DC connection cable lug,max.240 mm2(0.372 in')Cu or Al DC connection cable lug,max.240 mm2(0.372 in')Cu or Al - O oi AC connection cable lug,max.240 mm2(0.372 in2)Cu or Al AC connection cable lug,max.240 mm2(0.372 in 2)Cu or Al I-�- '^ U o a Ambient temperature -25°C-+60°C" -25°C-+60°C 11 Ambient temperature -25°C-+60°C 1) V J a Humidity 0-100% 0-100% Humidity 0-10o% O W { a • Max.installation elevation(above MSL) 3 000 m 3 000 m Max.installation elevation(above MSL) '3 000 m z Min.distance from coast 500 m 500 m Min.distance from coast I500 m Cooling temperature controlled fan temperature controlled fan Cooling temperature controlled fan J Protection class IP66/NEMA4X IP66/NEMA4X Protection class IP66/NEMA4X ' Noise emission 59.2 db(A) 59.2 db(A) Noise emission 59.2 db(A) x HxWxD 719 x 699 x 460 mm 719 x 699 x 460 mm HxWxD 19x699x460mm O 4 G3C� ��ICD a -- Weight 78.2 kg 78.2 kg Weight 78.2 kg Decentrally into new dimensions. certifications [ertificatiaris LO IEC 62109-1/-2,EN 61000-6-1/-2/-4,EN 61000-3-11/-12, IEC 62109-1/-2,EN 61000-6-1/-2/-4,EN 61000-3-11/-12, JAM 2 4 2025 U EN 55011 group 1,class A EN 55011 group 1,class A r EN 62920 Emission class A/Immunity class A EN 62920 Emission class A/Immunity class A SOUi'HOLD TOWN (� Superior efficiencies and Decentralised design or Virtual Lean commissioning and updates Safety Safety rn p g r UL62109-1, L17-47,1 UL62109-1,UL1741, PLANNING BOAi?D overload capacity through silicon Central'concept possible via remote services VCSA-z z a6.1107.1 CSA-C22.2 No.107.1 N carbide technology CSA-C22.2 No.62109-1,CSA-C22.2 No.62109-2 'CSA-C22.2 No.62109-1,CSA-C22.2 No.62109-2 Contract No: a Overvaltage protection AC/ Grid connection rule overview see homepage/download area Grid connection rule overview see homepage/download area 480459 N Special properties far extreme DC and for communication Power derating at high ambient temperatures tlPowerderatingathighambienttemperatures w Versions 5 Xi. NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 m environmental conditions interfaces available Versions 5 XL (ENGINEERING) SECTION 7209 (2) IT IS A VIOLATION FOR ANY Scale: m Number DC inputs 1-2 1-2 Number ofDCInputs 1-2 1-263 PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED AS NOTED DC switch switch ✓ DC switch ✓ PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DCSPD Type 1+2 Type 1+2 DCSPD Type 1+2 Type 1+2 ACSPD o o -A Date: CSPD o o JANUARY 2025 � RS485 interface SPD o O RS485 interface SPD o o Ethernet interface SPD 0 O NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL TOP BRAND PV Ethernet interface SPD O O DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE it PlDset o oVi PlDset 0 o INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Sheet: '(4W INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY FUROR standard=✓ upgradeable=0 . standard=✓ upgradeable=O DETAILS 2021 " NOT FOR CONSTRUCTION 77 77=,:,, w 777 Drawing No: �} ISSUED FOR PERMITTING C-14 - - T`- 00 N f6 N SOLAR PROJECT 86 ,5 'BCn M 00 co O +-' } N CD Y N st O 3 0 SOUTHOLD LANDFILLZa o 0 0 0 0 0 co ry SEU ME coiN RO L LAN 0 �r "T EKOS10 & I N T T TOWN OF SOUTHOLD Z U N O 6155 COX LANE U CUITCHOGUIE , NY 11935 W GENERAL NOTES FOR CONTRACTOR PROJECT DESCRIPTION PROPERTY NNE SUMMARY VICINITY MAP SCALE: ��� =4,00o FT - � �>� � W 1. THE CONTRACTOR WILL COMPLETE ALL WORK TO THE SATISFACTION OF SUMMIT RIDGE ENERGY PAREL NO: 1000-96.-1-17.5 ~ W 0°z z THE PROJECT INVOLVES THE CONSTRUCTION OF AN APPROXIMATELY 4.60 MEGAWATT DIRECT CURRENT (DC), opN (SRE) IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THESE PLANS DO NOT COMPLETELY 3.06 MEGAWATT ALTERNATING CURRENT (AC) FIXED TILT SOLAR SYSTEM ON THE PREVIOUS SOUTHHOLD LAND ADDRESS: 6155 COX LN, CUTCHOGUE, NY 11935 z _� PROVIDE SPECIFIC INSTRUCTIONS/MEANS AND METHODS REQUIRED TO SEQUENTIALLY BUILD THE FILL IN SUFFOLK COUNTY, N.Y. LOCATED OFF OF COX. LN. SLOPES ON SITE VARY FROM "5-20%. THE SOLAR f' W �m SOLAR PROJECT. THE CONTRACTOR SHALL CONSTRUCT ALL SITE FEATURES SHOWN ON THESE RACKING WILL REST ON CONCRET BALLAST BLOCKS AND LIMITED DISTURBANCE TO THE LANDFILL CAP IS LOCATION:41.031004,-72.499198 PLANS IN ACCORDANCE WITH ALL APPLICABLE RULES, REGULATIONS, AND LAWS APPLICABLE AT ,THE TIME OF CONSTRUCTION. ANTICIPATED. r ; OWNER: TOWN OF SOUTHOLD THE TOWN OF SOUTHOLD INITIATED OPERATIONS AT THE LANDFILL IN 1920 FOR THE DISPOSAL OF MUNICIPAL w,. s 2. THE CONTRACTOR SHALL ACCEPT THE SITE AS IT EXISTS AT THE TIME OF THE EPCA SIGNATURE. SOLID WASTE, REFUSE, DEBRIS AND SCAVENGER WASTE. IT WAS OPERATED CONTINOUSLY UNTIL 1993 WHEN IT COUNTY: SUFFOLK THE CONTRACTOR WILL DETERMINE THE QUANTITY OF WORK NECESSARY TO COMPLETE THE WAS CLOSED AND CAPPED. THE CAP CONSISTS OF A 6" TOPSOIL LAYER, A BARRIER PROTECTION LAYER PROJECT. SIRE MANTES NO GUARANTEE WITH REGARDS TO THE ACCURACY OF OF THE SURVEY CONSISTING OF 12" OF CLEAN FILL, A GEOCOMPOSITE DRAINAGE LAYER, A GEOMEMBRANE CAP, AND A GAS LOT SIZE: 60.02 AC INFORMATION OBTAINED DURING THE DUE DILIGENCE STAGE. THE CONTRACTOR WILL VENTING LAYER CONSISTING OF SAND. THE CAP IS CONSTRUCTED ON APPROXIMATELY 2.5 FEET OF COMPACTED ' THOROUGHLY INSPECT THE SITE PRIOR TO BID IN ORDER TO FIELD VERIFY EXISTING SITE ZONING: LI (LIGHT INDUSTRIAL) CONDITIONS; CORRELATE CONDITIONS WITH THE DRAWINGS; AND, RESOLVE ANY POSSIBLE SILTY SAND WITH UP TO 10 FEET OF COMPACTED FILL. DURING CLOSURE A MINIMUM OF 18 INCHES OF SOIL CONSTRUCTION CONFLICTS WITH SIRE PRIOR TO MOBILIZATION. THE CONTRACTOR SHALL COVER WAS PLACED OVER THE GEOMEMBRANE,THE MINIMUM FINAL COVER THICKNESS IS TO BE MAINTAINED. EXISTING USE: CAPPED LANDFILL AND MUNICIPAL WASTE TRANSFER STATION LONG ISLAND SOUND PERFORM ADDITIONAL TOPOGRAPHIC SURVEYS HE/SHE DEEMS NECESSARY. ' 4 PVARRAY SUMMARY SITE LOCATIO PROPOSED USE: SOLAR ENERGY GENERATION �.J �'e �' ••. 48 a 3. THE CONTRACTOR SHALL PROVIDE A WRITTEN REQUEST FOR INFORMATION (RFI) TO SIRE PRIOR LIMITS OF DISTURBANCE: -39.87 AC TO CONSTRUCTION OF ANY MODIFIED PROJECT ELEMENT. THE RFI SHALL BE IN AN ACCEPTABLE DC SYSTEM SIZE (kW) 4,607.52 FORMAT TO PROJECT MANAGER AND WILL BE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. AC SYSTEM SIZE (kW) 3,067 APPROXIMATE SITE AVERAGE ELEVATION: 70' THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SITE WORK ITEMS CONSTRUCTED DIFFERENTLY THAN INTENDED OR AS DEPICTED ON THE PLANS. DC/AC RATIO 1.50 HANWHA Q.PEAK DUO 4. THERE MAT BE ADDITIONAL NOTES, SPECIFICATIONS, AND REQUIREMENTS CONTAINED MODULE XL-G11.3/BFG �' 25 � THROUGHOUT THE PLAN SET AS WELL AS REFERENCES TO SPECIFICATIONS FROM APPLICABLE MODULE POWER (W) 580 '�} � '• °• • z °•�'�t° - GOVERNING AUTHORITIES AND INDUSTRY STANDARDS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN, REVIEW AND ADHERE TO ALL THESE DOCUMENTS. STRING LENGTH 24 .,"r t, �.• �` �, �; �,o'r;� STRING QUANTITY 662 5. CONTRACTOR IS CAUTIONED THAT ALL CONSTRUCTION STAKEOUT FOR THIS PROJECT MUST BE COMPLETED FROM THE SITE SPECIFIC SURVEY CONTROL (HORIZONTAL AND VERTICAL) UPON MODULE QUANTITY 7,944 SETBACKS M_ * • ��t :k h � ,.w, ` WHICH THE DESIGN IS BASED. THE CONTRACTOR SHOULD NOT RELY ON OR RE-ESTABLISH SURVEY RACKING QUANTITY 662 (2X6) CL CONTROL BY GPS OR OTHER METHODS FOR USE IN CONSTRUCTION STAKEOUT OR ANY OTHER PURPOSE FOR THIS PROJECT. ANY DISCREPANCIES BETWEEN THE EXISTING HORIZONTAL OR s z d ,., -s�, INVERTER MINIMUM YARD SETBACK REQUIRED EXISTING SIEMENS KACO PROPOSED ' VERTICAL DATA SHOWN ON THESE DRAWINGS AND THAT ENCOUNTERED IN THE FIELD MUST BE BLUEPLANET 125-TL3-INT N/A 146',FRONT: 100 - '� ' ' 1 t REPORTED TO THE DESIGN TEAM PRIOR TO CONSTRUCTION FOR RESOLUTION. INVERTER QUANTITY 25, DERATED 98% SIDE: 20' N/A 136' " .., ..w. 6. UNDERGROUND UTILITIES AND INFRASTRUCTURE ARE LOCATED IN OR NEAR THE SITE AND MAY BE SIDE (BOTH): 40' N/A 271' - f "P ���0., p Y`'` ^• REAR: 70' N/A 78' �* , ` ' +y LITTLE PECONIC BA PRESENT IN AREAS; OF PROPOSED WORK. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING AZIMUTH 180° t ' AND LOCATING UNDERGROUND UTILITIES AND INFRASTRUCTURE PRIOR TO WORK. IF CONFLICTS ° TILT ANGLE 20 WITH PROPOSED WORK ARE OBSERVED CONTRACTOR SHALL NOTIFY OWNER IMMEDIATELY FOR PITCH (FT) 39.80 MAXIMUM PV PANEL HEIGHT 8' N/A 8' REVIEW. CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING ADJACENT TO EXISTING INTER-ROW SPACING FT e� ti m UNDERGROUND UTILITIES AND INFRASTRUCTURE. DAMAGED UTILITIES AND INFRASTRUCTURE ( ) 24.80 ( SHALL BE REPAIRED AT THE EXPENSE OF THE CONTRACTOR. GROUND COVERAGE RATIO 0.38 LEADING EDGE FT -2 �sg fr ( ) *REQUIRED SETBACKS PER SECTION 280-62 OF THE SOUTHOLD CODE `" '_ s Drawn by. T. DOUGAN APPLICABLE CODES AND STANDARDS ABBREVIATIONS ADDITIONAL NOTES Design by. T. DOUGAN INCLUDING BUT NOT LIMITED TO: AHJ AUTHORITY HAVING JURISDICTION INV INVERT -TOWN OF SOUTHOLD CODE (IN PARTICULAR SECTION 280 & SWM PROGRAM APPROX APPROXIMATELY IRS INTER ROW SPACING 1. THE PROJECT HORIZONTAL COORDINATES SYSTEM IS BASED ON NAD83 NEW YORK STATE PLANE(US SURVEY FEET, EAST ZONE, NY83-E). ELEVATIONS ARE BASED ON NAVD88 (US SURVEY FEET). Checked by: REQUIREMENTS) BLDG BUILDING LAT LATITUDE 2. TOPOGRAPHY SHOWN ON THESE PLANS WAS COMPLETED BY LAND DESIGN ASSOCIATES ENGINEERING, SURVEYING AND LAND ARCHITECTURE D.P.C. USING A BASE & ROVER RTKGPS SYSTEM TO DEVELOP CONTOURS AT A 1 FOOT S. MEERSMA -NYSDEC REQUIREMENTS CBW COLLECTOR BANDWIDTH LONG LONGITUDE INTERVAL. -NYSDEC MEMORANDUM, DATED APRIL 6, 2018 REGARDING STORMWATER/SWPPP GUIDANCE CL CENTERLINE MOD MODULES 3. PROJECT PROPERTY BOUNDARIES ARE BASED ON INFORMATION PROVIDED BY LAND DESIGN ASSOCIATES ENGINEERING, SURVEYING AND LAND ARCHITECTURE D.P.C. LAND SURVEYING FROM A SURVEY COMPLETED IN JANUARY 2023. 4. EXISTING UTILITIES ARE APPROXIMATE AND SHOULD BE VERIFIED BY CONTRACTOR. DIG SAFELY NEW YORK(811) SHALL BE NOTIFIED A MINIMUM OF 72-HOURS PRIOR TO COMMENCING ANY EXCAVATION. LO DEMO-NYSDEC EROSION AND SEDIMENT CONTROL HANDBOOK(BLUEBOOK) CORRUGATED METAL PIPE NEC NATIONAL ELECTRICAL CODE 5. NO PART OF THE SUBJECT PROPERTY LIES IN A SPECIAL FLOOD HAZARD AREA OR FLOOD HAZARD OR FLOOD PLAIN, HOWEVER DESIGNATED, AS DETERMINED BY OR IN ACCORDANCE WITH CRITERIA ESTABLISHED BY THE FEDERAL DEMO DEMOLISH NTS NOT TO SCALE INSURANCE ADMINISTRATION OR AS DEFINED BY OR IN ACCORDANCE WITH CRITERIA ESTABLISHED BY ANY GOVERNMENTAL AUTHORITY HAVING JURISDICTION. (FLOOD ZONE X) DIA DIAMETER OAE OR APPROVED EQUAL 6. THIS IS A PRELIMINARY DESIGN PLAN PROVIDED FOR PERMITTING ONLY. FINAL DESIGN SHALL BE MODIFIED TO SUPPORT CONSTRUCTION, MATCH FINAL ELECTRICAL INTERCONNECTION STUDIES, EQUIPMENT PURCHASED, AND EL/ELEV ELEVATION OC ON CENTER POSSIBLE PERMIT CONSTRAINTS REVEALED DURING PROJECT'S REVIEW. EX EXISTING OD OUTSIDE DIAMETER 7. ALL WORK DETAILED ON THESE PLANS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, AND ANY OTHER APPLICABLE TECHNICAL REPORTS. WHERE INDICATED, STATE AND/OR LOCAL CODES AND Y FT FIXED TILT PAG POST ABOVE GRADE STANDARD SPECIFICATIONS SHALL APPLY. GALV GALVANIZED POI POINT OF INTERCONNECTION 8. THE CONTRACTOR SHALL ABIDE BY ALL LOCAL, STATE,AND FEDERAL LAWS, RULES AND REGULATIONS WHICH APPLY TO THE CONSTRUCTION OF THESE IMPROVEMENTS, INCLUDING STATE AND FEDERAL REQUIREMENTS. GCR GROUND COVERAGE RATIO PV PHOTOVOLTATIC 9. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL EXISTING UTILITY LINES WITHIN OR ADJACENT TO THE CONSTRUCTION AREA.ANY DAMAGE TO EXISTING FACILITIES CAUSED BY CONSTRUCTION ACTIVITY SHALL BE REPAIRED Q HDPE HIGH DENSITY POLYETHYLENE PVC POLY VINYL CHLORIDE OR REPLACED AT THE CONTRACTOR'S EXPENSE. }- ID INSIDE DIAMETER SAT SINGLE AXIS TRACKER 10. CONSTRUCTION SHALL NOT OCCUR IN ANY PUBLIC RIGHTS OF WAY, PUBLIC OR PRIVATE EASEMENTS, BEYOND THE LIMITS OF DISTURBANCE, OR OUTSIDE THE PROPERTY LIMITS WITHOUT NECESSARY PERMITS AND APPROVALS. ANY IN INCHES SCH SCHEDULE PUBLIC OR PRIVATE PROPERTY OR IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE OWNER AT THE COST OF THE CONTRACTOR. o IFC INTERNATIONAL FIRE CODE TTH TORQUE TUBE HEIGHT 11. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT SHALL NOT OBSTRUCT DRIVEWAYS OR DESIGNATED TRAFFIC LANES. THE CONTRACTOR SHALL NOT STORE ANY EQUIPMENT OR MATERIAL WITHIN THE PUBLIC RIGHT OF WAY. W 8 ILR INVERTER LOADING RATIO TYP TYPICAL OVERNIGHT PARKING OF CONSTRUCTION VEHICLES ON PRIVATE PROPERTY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Q V Z 0 12. ALL PROPERTY CORNERS OR MONUMENTS DESTROYED DURING CONSTRUCTION SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE. ALL PROPERTY CORNERS MUST BE RESET BY A PROFESSIONAL LAND SURVEYOR LICENSED IN 5 THE STATE OF NEW YORK. Z W W 13. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING DRAINAGE THROUGHOUT THE CONSTRUCTION OF THE PROJECT. J O DRAWINGINDEX PROJECT DIRECTORY 14. CONTRACTOR SHALL FIELD FIT ALL PROPOSED CULVERT INVERTS TO PROVIDE POSITIVE DRAINAGE IN THE DIRECTION OF EXISTING SLOPES. ALL CULVERTS TO BE INSTALLED AT ADEQUATE DEPTHS AND TO DAYLIGHT. INLETS AND OUTLETS OF ALL CULVERTS TO BE STABILIZED WITH RIP RAP IN ACCORDANCE WITH EROSION CONTROL PLAN. O 15. THE CONTRACTOR SHALL SECURE PERMITS FROM THE STATE, COUNTY,AND TOWN AUTHORITIES AS NECESSARY BEFORE DRIVING CONSTRUCTION EQUIPMENT OVER AND ACROSS STATE, COUNTY OR TOWN MAINTAINED ROADS. _ PROJECT OWNER/APPLICANT: EPC: 16. ALL WORK IN THE PUBLIC RIGHT OF WAYS SHALL CONFORM WITH THE NEW YORK DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS, CONSTRUCTION AND MATERIALS", DATED JANUARY 1,2019 OR CURRENT EDITION. C-�1 COVER SHEET SUMMIT RIDGE ENERGY 17. WETLANDS AND WATERCOURSES SHOWN IN THIS PLAN ARE SUBJECT TO FUTURE CONFIRMATION BY NYSDEC. O U CIVIL ENGINEER: 18. THE EROSION AND SEDIMENTATION CONTROL MEASURES FOR THIS PROJECT SHALL BE IN COMPLIANCE WITH THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) PREPARED FOR THE PROJECT. 1: Q LANDOWNER: TRC ENGINEERS, INC. 19. TREES AND OTHER VEGETATION IN AREAS OF IDENTIFIED CLEARING AND GRUBBING MAY BE REDUCED TO CHIPS BY THE USE OF CHIPPING MACHINES OR STUMP GRINDER AND BE PREPARED FOR USE AS EROSION CONTROL MIX. ALL = J C-02 EXISTING CONDITIONS TOWN OF SOUTHOLD OTHER CHIPS AND WOOD WASTE RESULTING FROM CLEARING AND GRUBBING OPERATIONS SHALL BE DISPOSED OF OFF-SITE AT AN APPROPRIATELY LICENSED FACILITY AND IN A MANNER AS APPROVED BY THE OWNER. 1- 0 (-) 20. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO AVOID DAMAGE TO EXISTING IMPROVEMENTS AND FACILITIES TO REMAIN IN PLACE. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND REPLACEMENT OF DAMAGED ITEMS Z) (n SURVEYOR: AS A RESULT OF CONSTRUCTION OF THE PROPOSED FACILITY. AUTHORITY HAVING JURISDICTION: LAND DESIGN ASSOCIATES ENGINEERING, O W N C-03 EROSION & SEDIMENT CONTROL PLAN TOWN OF SOUTHOLD SURVEYING, AND LANDSCAPE ARCHITECTURE, D.P.C. 21. THE WORK SHALL BE CARRIED OUT NEAR AND UNDER ENERGIZED EQUIPMENT. EXTREME CAUTION IS REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL STRICTLY FOLLOW ALL APPLICABLE SAFETY REQUIREMENTS. W z 22. EARTHWORK: UNLESS EXPLICITLY STATED OTHERWISE, REFER TO THE LATEST EDITION OF THE STATE OF NEW YORK, DEPARTMENT OF TRANSPORTATION, STANDARDS SPECIFICATIONS, CONSTRUCTION AND MATERIALS, FOR Q C-04 DETAILS ELECTRICAL UTILITY: GENERAL REQUIREMENTS, PRODUCTS,AND EXECUTION RELATED TO THE COMPLETION OF PROPOSED WORK. _J 23. THE LIMITS OF DISTURBANCE SHALL BE FIELD STAKED BY A LICENSED LAND SURVEYOR PRIOR TO THE START OF WORK,A COPY OF THE STAKEOUT SKETCH SHALL BE PROVIDED TO THE TOWN OF SOUTHOLD. X LIPA 24. PRIOR TO THE ISSUANCE OF A BUILDING PERMIT, THE APPLICANT SHALL SUBMIT A NOTICE OF INTENT(N.O.I.)TO THE NYSDEC AND PROVIDE PROOF OF COVERAGE UNDER THE SPDES GENERAL PERMIT FOR CONSTRUCTION ACTIVITIES O F SOUTHOLD. C-05 NOTES 25. THE APPLIICTO THE ANTQ IS AWARE THAT THE ENTIRE SITE MUST BE 100% STABILIZED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. DISTURBED AREAS SHALL BE RESTORED AND STABILIZED APPROPRIATELY AND IN A TIMELY PARCEL AREA LEGAL DESCRIPTION MANNER.APPLICANT SHALL SUBMIT A NOTICE OF TERMINATION FOR THE SPDES GENERAL PERMIT. LO 26. CONTRACTOR SHALL SUBMIT AN AS-BUILT SIGNED AND SEALED BY A NEW YORK LICENSED SURVEYOR PRIOR TO RELEASE OF FINAL PAYMENT. = 27. ALL DEMOLITION DEBRIS INCLUDING FOUNDATIONS AND SLABS SHALL BE LAWFULLY DISPOSED OF OFF-SITE, ROCK FROM WALLS SHALL BE STOCKPILED ON-SITE. U ALL THATCERTA/NPLOT,PIECE OR PARCEL OF LAND,SITUATE,L YING AND BEING IN 28. ELECTRICAL DESIGN PROVIDED HEREON WAS PREPARED BY SUMMIT RIDGE ENERGY. M y =CUTCHOGUE, TOWN OFSOUTHHOLD,COUNTYOFSUFFOLK STATEOFNEWYORK BOUND AND DESIGNATED AS FOLLOWS., 29. ABSOLUTELY NO RECYCLED MATERIAL SHALL BE PERMITTED ONSITE. ONLY EARTHEN MATERIAL OR NATURAL STONE IS PERMITTED TO BE USED AS FILL. ALL FILL SHALL BE TESTED IN ACCORDANCE WITH APPLICABLE NYSDEC RULES a BEG/N/NGATA POINT BEING THE INTERSECTION OF THE NORTHERLYR.O.W.LINE OF MAIN RD(CR-48)WITH THEWESTERNLYR.O.W.LINEOFCOXLA AND REGULATIONS AND SHALL BE CERTIFIED AS UNRESTRICTED FOR RESIDENTIAL USE, CERTIFIED BY A PROFESSIONAL ENGINEER PRIOR TO IMPORTATION ON SITE,AND SHALL BE FROM A CERTIFIED VIRGIN SOURCE. THEN THENCE NORTH WESTERNLY369t FEET TO THE POINT OR PLACE OF BEG/N/NG, THENCE THE FOLLOWING TWENTY-SEVEN (27)COURSES AND Contract No: DISTANCES 480459 THENCE SOUTH 27 DEGREES 31 MINUTES 46 SECONDS WEST FOR A DISTANCE OF 704.03 FEET,THENCE SOUTH 58 DEGREES 56 MINUTES 24 SECONDS WEST FOR A DISTANCE OF 180.71 FEET, THENCE SOUTH 21 DEGREES 35 MINUTES 26 SECONDS WEST FOR A DISTANCE OF 437.42 FEET,•THENCE SOUTH 62 DEGREES 23 MINUTES 24 SECONDS EAST FOR A DISTANCE OF 243.60 FEET-THENCE SOUTH 23 DEGREES 59 MINUTES 46 SECONDS WEST FOR A Scale: s DISTANCE OF 316.73 FEET-THENCE NORTH 39 DEGREES 28 MINUTES 14 SECONDS WEST FOR A DISTANCE OF 75.58 FEET,•THENCE NORTH 58 DEGREES 01 AS NOTED MINUTES 34 SECONDS WEST FOR A DISTANCE OF 409.29 FEET-THENCE SOUTH 19 DEGREES 27 MINUTES 30 SECONDS WEST FOR A DISTANCE OF 301.29 SOUTHFEET-THENCE UTES 24 SECONDS EAST FOR A DISTANCE OF 103.12 FEET;THENCE SECONDS WESTFOR A DISTANCE OF 312. 8 FEET-THENCE NORTH 55 DEGREES 22 MINUTES 3 SOUTH 4 SECONDS WEST FOR A DISTANCE OF22!66 FEET;THENCE GL C�C GEC DD Date: NORTH 56 DEGREES 31 MINUTES 24 SECONDS WEST FOR A DISTANCE OF 480.80 FEET-THENCE NORTH 55 DEGREES 16 MINUTES 24 SECONDS WEST FOR JANUARY 2025 A DISTANCE OF 965.23 FEET,-THENCE NORTH 31 DEGREES 41 MINUTES 26 SECONDS EAST FOR A DISTANCE OF 558.77 FEET-THENCE NORTH 57 DEGREES Ja I V 4 O 55 MINUTES 34 SECONDS WEST FOR A DISTANCE OF 518.71 FEET,•THENCE NORTH 58 DEGREES 24 MINUTES 56 SECONDS EAST FOR A DISTANCE OF 25 387.99 FEET,•THENCE NORTH 59 DEGREES 15 MINUTES 09 SECONDS WEST FOR A DISTANCE OF 469.54 FEET*THENCE NORTH 30 DEGREES 44 MINUTES 51 SOUTHOLD TOWN Sheet: SECONDS EAST FOR A DISTANCE OF 694.10 FEET-THENCE SOUTH 62 DEGREES 09 MINUTES 44 SECONDS EAST FOR A DISTANCE OF 507.89 FEET,•THENCE PLANNING BOA_R D COVER SHEET SOUTH 43 DEGREES 09 MINUTES 16 SECONDS WEST FOR ADISTANCE OF303.70 FEET-THENCE SOUTH 58 DEGREES 42 MINUTES 44 SECONDS EAST FOR NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL A DISTANCE OF203.19 FEET-THENCE SOUTH 59 DEGREES 33 MINUTES 34 SECONDS EAST FOR A DISTANCE OF826.23FEET, THENCE SOUTH 87 DEGREES (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE s 56 MINUTES 46 SECONDS WEST FOR A DISTANCE OF 36.9 FEET-THENCE SOUTH 21 DEGREES 10 MINUTES 16 SECONDS WEST FOR A DISTANCE OF 101.28 PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: Q FEET,•THENCE SOUTH 87 DEGREES 56 MINUTES 46 SECONDS WESTFOR A DISTANCE OF 441.28 FEET-THENCE NORTH 27 DEGREES 31 MINUTES 46 PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. ISSUED FOR PERMITTING Z SECONDS EAST FOR A DISTANCE OF 700.97 FEET,•THENCE SOUTH 62 DEGREES 28 MINUTES 14 SECONDS EAST FOR A DISTANCE OF 61.52 FEET-TO THE NOT F 0 R CONSTRUCTION C_Q 1 Q POINT OF PLACE OF BEGINNING. 0 r ■ • • • • : ♦ e 'ti;�,,,' .., \`�Y� �, " t I..1. , } ' ` r c• � ♦ � if •�`A� _ � y MIS ` e� 1 � ♦ - � -r to 'M' •I; ,• ` �.'!��.•_ ��I�t'� +,,� "�'►.,�e ••..� ax:3 , 11-r- Zo �j.. '•e + © ♦na f/ IQ W1. j fPtf j t t�av w 1, 111f�( jr /�/ .► f • i4� �.� ✓�.r".+/�-�f1�/a �', 1' 1:�. ff` F�!� X F it �� \�� `_ ■ ram„ •U. ,ii, /'` !,_ f`�+ `�.VX - • u. , /✓ / '/2 � �r, b �o �R1► ► y ' I'll We I 5712 fit" t „te40 / • ♦s v� �� , .�, ""i�,,,,� ,��`^`,4,ry'<;. 1 r: •t •'r`� ! �. ��+.��.�� •lam. `'.�►' �`' >'`, ,y-' vA ma Ark r , hh� 1 r . , r �' . ".� •• � • r r • • I ii" I / ♦ .l y` • ;�`M1.�'� `'1.% �®``Y!:'�, `^Rom.. //'. ■ \a\'�, r • • r'•.�s• � tie' 'f ►" � � >., ► �4� -_'., \ � .py:, `` _. MEMNON ONES ■ • , 11 APOW M� -ems.�� 1 /1►�.. ,� - �� -... _•._.,;• ,icy � � �, � n z - ! .• , 1 J1 t ^ f , , L%hhh4 in I kiln I'M r z'r n • • a t ,� �`.,. �.... •' Syys. ..r5n' y , NOTES: 3 C o � -p Cl) O 1.- M N 1. COMPOST FILTER SOCK(OR ACCEPTABLE ALTERNATIVE) IS TO BE INSTALLED IN SUCH A WAY THAT DISTURBS THE o >- N LEAST AMOUNT OF EARTH o c Z N / 8 N � 20' SIDE YARD � � 2. CHECK DAMS ARE TO BE PLACED IN THE EXISTING CHANNELS ON THE EDGES OF EACH ARRAY TO CONTROL SETBACK SEDIMENT RUNOFF FROM SITE, C O za o 3. SURFACE DRAINAGE FEATURES TO CONTROL AND CONVEY STORM WATER RUNOFF HAVE BEEN DESIGNED FOR o THE 100-YEAR, 24-HR STORM. THE GROUND WATER RECHARGE BASINS HAVE ALSO BEEN DESIGNED FOR THE o o 100-YEAR, 24-HR STORM. LO 4. AREAS OF EROSION WILL BE NOTED AND REPAIRED AS SOON AS POSSIBLE TO MAINTAIN THE INTEGRITY OF THEft o CAP. w o 70' REAR YARD SETBACK h\ / gal r $ 'k 0 11 0014% U / g O LEGEND PROPERTY LINE _ o� 0 (n N O // — — — — — — — — — — — — — — — — PROPERTYSETBACK -<O LOD LOD LIMITS OF DISTURBANCE FOR PROJECT ZOui N / EX. STORMWATER / MANAGEMENT FACILITY ABUTTERS LOT LINE W _j_ ` FACILITY s6 u)a 4; Ssg3 6!S?!o3„� EXISTING ASPHALT 16,0 :. ____ __ —52— --_ ......_.. EX. MINOR CONTOURS 20' SIDE YARD 46gs4 � ,- 9„�4 4_ 50 EX. MAJOR CONTOURS SETBACK {' �'� 6�6? 20' SIDE YARD PARCEL P,0.8 SETBACK ? I \ EX. BUILDING OUTLINE 100' FRONT EX. TREELINE 70' REAR YARD ,, ,_ - YARD ass SETBACK >'. ,,� >' SETBACK EX. GAS VENTS 1S 4 APPROX. LOCATION OF LANDFILL BOUNDARY ,, STORMWATER PIPE (TYP) DRAINAGE AREA A �� AG AREA: 17.23AC (I YN PROPOSED AT-GRADE ELECTRIC LINE o 20' SIDE YARD OE w r. 15 L_iz2.80 PROPOSED OVERHEAD ELECTRIC LINE o Say° ae^w SETBACK PROPOSED PERIMETER FENCE CAP EXTENTS EXTENTS•, -- ��`� ' : DRAINAGE DIVIDE FILTER SOCK y 9 °� ��, � � >::- COMPOST STTRAP FILTER SOCK N DIAMETER: 8" / rf SEDIMENT TYP ';. PROPOSED SOLAR ARRAY nv ly 2 o tiq :F 4�i, EX. STORMWATER LIMITED USE PERVIOUS MANAGEMENT FACILITY / 20' SIDE YARD r },>.,. CD 16' LI r.. ' . FACILITY / ACCESS ROAD WITH GEOWEB . .:;• �_ SETBACK } • � ...• ,,, SOCK COMPOST FILTER SOCK TEMPORARY PERIMETER FENCE 1 AND GATE TO ENCLOSE / ' •�' CD CHECK DAM CONSTRUCTION STAGING AREA ar y - ° -- ---- -- EXISTING ROAD TO BE '�,, %� ,„�a STORMWATER FLOW USED FOR CONSTRUCTION �`� qo PERIMETER FENCE m STAGING AS NECESSARY / '` �r X WITH 15 SYSTEM % 'I ''...Sse° �j' SETBACK (TYP) �80 s6, STABILIZED ROCK CONSTRUCTION 2 SIDE YARD ENTRANCE ° EX.ASPHALT < tie x ROADWAY SETBACK PORTION OF EXISTING ROAD TO BE USED Drawn by: M / FOR CONSTRUCTION STAGING A. REXROAT PROPOSED 16' LIMITED USE ~ n Design by: 70' REAR YARD / / / f H LT PERVIOUS ACCESS ROAD WITH EXISTING SLOPES GREATER THAN 20/ SETBACK / i ROA GEOWEB (TYP) A. ROAT wall PROPOSED CONCRETE WASH OUT titi e,�'"py INVERTER TO BE PLACED ON GRAVEL 7 Checked by: Jill FOUNDATION WITH AN ADJACENT CONCRETE N AD (TYP) C UTILITY P �{ 6?. Iola /r n ( ° EX. PAVED ROADWAY / U-) Mimi IN `I a ' EX. HDPE c � 48C d7 NON-JURISDICTIONAL � � ,:,� .,,-. � / L� - - � CULVERT. SWITCHBOARD AND o EX. STORMWATER { DRAINAGE DITCH (TYP) _. MANAGEMENT FACILITY / PROPOSED 18" TRANSFORMER TO BE PLACED co a , . FACILITY DRAINAGE CULVERT "µ''` ON CONCRETE UTILITY PAD (TYP) `�. AR AC .. c e •i�� CONCRETE PAD MOUNTED AREA: 4.42AC RECLOSER WITH BOLLARDS ONRimini a '.. N CONCRETE BALLAST TEMPORARY PERIMETER FENCE W LL N- O AND GATE TO ENCLOSE z C y CONSTRUCTION STAGING AREA � V •._.._w a ... ,, F � 100' FR F 1111111111011 J ] I -a- MODULES NOT TO INTERFERE ,, �,,� o `� ONT J O WITH EXISTING DITCHES YARD SETBACK S o � 1 �. `+ •� 100' RESIDENTIAL PROPERTY SETBACK U) o W 70' REAR YARD \ _, ` CONDUITS MOUNTED AT-GRADE. CONCRETE J SETBACK + ENCASE AT ROAD CROSSINGS (TYP) CULVERT LOCA77ON f1 X of W ® APPROXIMATE POINT OF INTERCONNECTION 0 LAT/LONG: 41.028038, -72.498177 V 4 STABILIZED ROCK ,F c F NEW POLE#1 METER POLE LO CONSTRUCTION S' BY LIPA ENTRANCE (TYP) / NEW POLE#2 CT �AND VT POLE LIPA 3g2 Contract No: 8�• 's•8i p 4.. 480459 NEW POLE#3 CUSTOMER DISCONNECT SWITCH POLE BY I ` T�FRDWMD' Scale: DRAINAGE AREA B AREA OF STANDING CUSTOMER AS NOTED AREA: WATER / f JAN Z 4 2025 COMPOST FILTER SOCK(TYP) PROPOSED 16' LIMITED USE ;NOLoroww Date: o 100' RESIDENTIAL PERVIOUS ACCESS ROAD WITH IraNlr c aoaRo JANUARY 2025 PROPERTY SETBACK GEOWEB (TYP) / EX. STORMWATER Sheet: 20' SIDE YARD SETBACK a MANAGEMENT EROSION AND SEDIMENT NOTE:UNDER NEW YOIRK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL FACILITY ' / 25' FRONT PERIMETER SCREENING CONTROL PLAN (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE EX. STORMWATER BUFFER FOR RESIDENTIAL AND 0 120' 240' DrawingNo: w PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. MANAGEMENT FACILITY COUNTY ROAD. EITHER USING EXISTING ISSUED FOR PERMITTING SHEET SIZE; 24" BY 36° ESC-03 z NOT FOR CONSTRUCTION ::•: , TREES/VEGETATION OR PROPOSED. (DRAWING MAY BE PRINTED AT REDUCED SIZE) o '... ''"• Nss° N 3 M O 00 M O ti t6 N —O — >- N 00 35zN N O 0 O CV a1 3 0 0 Za o 0 0 0 0 0 v o z 4' GRADE STAKES 50' MIN. 20' m a o MIN. C) AREA TO BE PROTECTED ■ ■ o DIVERSION RIDGE IF o WORK AREA ■ ■ GRADE >5% W +; (D o V o 12" SOCK ■ W ■ N m 24"SOCK ■ ■ _ �' S N o 18 SOCK A ■ L=WX2 ■ A I a a a a a a (� �'AREA TO BE PROTECTED `'' La a a a a a o ) EXISTING GROUND�` WORK AREA 1 ° F— mzz ■ ■ W MI MIN. � � z �z j %� HAYBALE W i > Nwlx/ j NONWOVEN GEOTEXTILE (A�� i' y oQ' .- '� O 4 GRADE STAKE (MIN. 2 PER HAY BALE) y �\��\��y����. UNDISTURBED GROUND PLAN VIEW EXISTING GROUND L)° NOTES: NOTES: 1, DETAIL IS BASED ON NEW YORK STATE ESC STANDARD 5.28. SEE THIS DETAIL SLOPE MAX. 2% 20' 3 NOTES: MIN. 0.5% FOR ADDITIONAL INFORMATION. 1. NO STAKES CAN BE INSTALLED WITHIN THE LIMITS OF THE LANDFILL CAP. IF INSIDE THE 1. A PAD OF COARSE AGGREGATE AT THE CONSTRUCTION ENTRANCE/EXIT WILL REDUCE THE MIN. ' 2. INSIDE OF THE LANDFILL CAP LIMITS, NO STAKING IS PERMITTED. THE TRACKING OF SOIL FROM CONSTRUCTION TRAFFIC ONTO A PUBLIC STREET. SEDIMENTS FROM THE rb �31s CAP,THEN THE STAKES CAN BE SUBSTITUTED WITH SANDBAGS. STAKES CAN BE SUBSTITUTED WITH SANDBAGS OR APPROVED ALTERNATIVE 2. ORIENTATION MAY BE MODIFIED TO ACCOMMODATE FIELD CONDITIONS. TIRE TREADS ARE KNOCKED LOOSE BY THE ANGULAR STONES AND ARE TRAPPED IN THE VOIDS TO ENSURE THAT THE SOCK IS FIRMLY GROUNDED/SECURED IN-PLACE, BETWEEN THE STONES. 3. MAXIMUM DRAINAGE AREA TO BE 5 ACRES TO A 2. THE ENTRANCE/EXIT PAD SHOULD HAVE A LENGTH OF 50 FEET OR MORE AND A 12-FOOT MINIMUM 4. INSTALLATION SHALL FOLLOW MANUFACTURER'S SPECIFICATIONS WIDTH (OR AS APPROPRIATE TO CONTAIN THE WHEEL BASE OF CONSTRUCTION VEHICLES PLUS 3 5. FILTER MEDIA TO BE MESH OR GEOSYNTHETIC 02 TEMPORARY CONCRETE WASHOUT FEET ON EITHER SIDE). 6. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY C-04 C-06 SCALE:NTS 3. THE PAD SHOULD BE 6 INCHES OR MORE THICK WITH ANGULAR AGGREGATE (2-3 INCH DIAMETER). Cu ENGINEER. APPROPRIATE RECLAIMED CONCRETE MATERIAL MAY BE USED. 4. THE AGGREGATE SHOULD BE PLACED OVER A GEOTEXTILE FILTER TO PREVENT THE STONES FROM 01 COMPOST FILTER SOCK SEDIMENT TRAP PUSHING INTO THE NATIVE SOIL. C-04 C-06 SCALE:NTS 5. AT THE BOTTOM OF SLOPES,A DIVERSION RIDGE SHOULD BE PROVIDED TO INTERCEPT RUNOFF. 6. BERMS MAY BE NECESSARY TO DIVERT WATER AROUND ANY EXPOSED SOIL, AND RUNOFF SHOULD BE DIRECTED TO A SEDIMENT TRAP. 7. THE WHEELS OF CONSTRUCTION EQUIPMENT MAY BE WASHED PRIOR TO EXITING THE SITE. WASHING SHOULD BE PERFORMED IN AN AREA THAT DRAINS TO A SEDIMENT TRAP OR BASIN. 8. THE PAD SHOULD BE INSPECTED WEEKLY, AND BEFORE AND AFTER EACH STORM. THE PAD MAY o HAVE TO BE REPLACED IF THE VOIDS BECOME FILLED WITH SEDIMENT. STREET SWEEPING MAY BE NECESSARY. CD 0 03 STABILIZED CONSTRUCTION ENTRANCE C-04 IsfiiS SCALE:NTS m Drawn by: A. REXROAT PROPOSED CABLE TRENCH THROUGH PROPOSED CABLE TRAY ON SUPPORTS (TYP) Design by: ROAD EX. 6"TOPSOIL A. REXROAT EX. 12" BARRIER PROTECTION LAYER OF CLEAN FILL EX. GEOMEMBRANE DRAINAGE LAYER Checked by: DRIVEWAY ANGLE FIRST STAKE TOWARD EX. GAS VENTING LAYER (SAND) S. MEERSMA PREVIOUSLY LAID BALE - - EX. G EOTEXTI LE STRAW OR HAY BALE BARRIER SLOPE OR LESS STABILIZE ENTIRE PILE Ln EX. WASTE 2 WITH VEGETATION OR (Y) F0000, COVER m A BOUND BALES PLACED — ON CONTOUR SILT FENCE ........... ;;;:/;;: :;;:�:;: ;;:�;;;: •;;:/:;.; :.;:�;>: ;;;�:•; ;;;:/; i ;;;: ;/;•;:• :•:•�;:•,:: :•:: •: ;r: ;;: ;;: ;:: ;;: ; O / SE E TYP. SILT FENCE CE SEE DETAIL TYP. DETAIL __ --- - --- 2 RE-BARS, STEEL PICKETS 4 VERTICAL 0 - -' OR 2"x2" STAKES 1.5 FEET FACE �- IN GROUND. DRIVE STAKES GRATED COVER SECTION A-A'VIEW CABLE TRAY ON SUPPORTS (TYP) -� m FLUSH WITH BALES. RATED FOR H-20 J s ANCHORING DETAIL EMBEDDING DETAIL TRAFFIC LOADING LL z NOTES: EX.TOPSOIL(TYP) U 1. BALES SHALL BE PLACED AT THE TOE OF A SLOPE OR ON THE CONTOUR AND IN A ROW DRIVEWAY z W WITH ENDS TIGHTLY ABUTTING THE ADJACENT BALES. r r� J O o s 0 2. EACH BALE SHALL BE EMBEDDED IN THE SOIL A MINIMUM OF FOUR INCHES,AND A I i i A STRAW BALES � O PLACED SO THE BINDINGS ARE HORIZONTAL. ` LJ _j _ 0 3. BALES SHALL BE SECURELY ANCHORED IN PLACE BY EITHER TWO STAKES OR RE-BARS INSTALLATION NOTES: = Q DRIVEN THROUGH THE BALE. THE FIRST STAKE IN EACH BALE SHALL BE DRIVEN 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL = J y TOWARD THE PREVIOUSLY LAID BALE AT AN ANGLE TO FORCE THE BALES PROPOSED CABLE TRAY THROUGH ROAD PLAN VIEW BE DRY AND STABLE. F— O (� TOGETHER. STAKES SHALL BE DRIVEN FLUSH WITH THE BALE. 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2H:1V. EXISTING GRAVEL DRIVEWAY (TYP) O W N 4. INSPECT FREQUENTLY AND REPAIR OR REPLACE PROMPTLY AS NEEDED. 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PILE Cl) Z w SHALL BE SURROUNDED WITH EITHER SILT FENCING g 5. BALES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFULNESS SO AS NOT OR STRAW BALES, THEN STABILIZED WITH VEGETATION OR COVERED. w TO BLOCK OR IMPEDE STORM FLOW OR DRAINAGE. NOTES: X 1. CABLE TRAY TO BE BY PLASTIBETON OR APPROVED EQUA_. TRENCH AND GRATE TO BE 0 N 04 HAYBALE DETAIL RATED FOR VEHICULAR LOADING (H-20). w TYPICAL SOIL STOCKPILE U C-03 C-06 SCALE:NTS 2. DOI NOT DISTURB EXISTING LANDFILL CAP. LO 3. PROVIDE SMOOTH TRANSITION BETWEEN GRADE AND EXISTING GRAVEL DRIVEWAY. NOT TO SCALE 4. ANCHOR CONDUITS IN ACCORDANCE WITH PROJECT REQUIREMENTS. 5 CD a 09 DRIVEWAY CROSSING SECTION Contract No: C-OS C-09 SCALE:NTS 480459 N N �G3I 7�(3�T,PWM10 Scale: JAN 2 4 2025 AS NOTED nCUTHOLD TOWN Date: yl_fj;� !NING BOARD r JANUARY 2025 0 - - - - - - -- -- -- - — ----------- ----------- ------- ------ - -- - -- _ _ _- - --- - - ------ -_ --------- - ---------------- ----- --- ------ ----- - --- -- ---- --- - Sheet: DETAILS NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERINGc PERSON, UNLESS ACTING UNDEECTION 7209 R,THE IDIRECTIION OF A LICENSED INTENDED TO BES A VIOLATION FOR ANY DOCUMENTS. E USED SE OTOGETHER. THESE DOCUMENTS ARE CUMENTS ARE INTERRELATED AND RE g Drawin No: z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. CD Z NOT FOR CONSTRUCTION ISSUED FOR PERMITTING ESC-04 O EROSION CONTROL MEASURES PROJECT CONSTRUCTION SEQUENCING NOTES N fa O N EROSION AND SEDIMENT CONTROL MEASURES SHALL CONSIST OF NON-WOVEN FILTER FABRIC MATERIAL WITH A WIRE MESH THE CONTRACTOR SHALL SUBMIT A CONSTRUCTION SEQUENCING OR CONSTRUCTION PHASING PLAN FOR OWNER APPROVAL THAT M o ti BACKING, OR A WOVEN FABRIC SILT FENCE). ALL MATERIAL SHALL BE NEW AND FREE FROM DEFECTS THAT WOULD COMPROMISE `° °' ( ) COMPLIES WITH THE PERMITTING REQUIREMENTS,THE PROJECT SWPPP,AND OTHER REQUIREMENTS AS IDENTIFIED BY LOCAL AND � = � N THE EFFECTIVENESS OF THE CONTROL MEASURES, AFTER COMPLETION, ALL MATERIAL SHALL BE DISPOSED PROPERLY. LOCATION STATE AUTHORITIES.THE PLAN SHALL SHOW THAT ACTIVE LAND DISTURBANCE WILL BE LIMITED TO LESS THAN FIVE(5)CONTIGUOUS 00 c=n Z N OF EROSION AND SEDIMENT CONTROL STRUCTURES CAN BE SEEN ON THE SITE PLAN. NOTE:ALL WATER CONTROL MEASURES ARE ACRES AND SHALL ADEQUATELY DISCUSS,BUT NOT BE LIMITED TO,THE FOLLOWING ITEMS: o '� LOCATED DOWN-GRADIENT FROM DISTRIBUTED STREET. IF TOPSOIL IS TO BE STORED IN AN AREA NOT SHOWN ON THE SITE PLAN, 0 `V DUE TO UNFORESEEN EVENTS, PRIOR TO STORING, THE DOWN-GRADIENT PERIMETER OF THE STORAGE AREA SHALL BE PROPERLY 1. THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS FOR TEMPORARY AND PERMANENT EROSION AND PROTECTED PER THE SPECIFICATIONS DETAILED ON THIS PLAN. SEDIMENTATION CONTROL MEASURES AS OUTLINED IN THE PROJECT SWPPP OR AS DIRECTED BY THE OWNER. CD 0 o 2. PRIOR TO STARTING ANY WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE AGENCIES AND SHALL INSTALL Z a o CONSTRUCTION HOUSEKEEPING EROSION CONTROL MEASURES AS SHOWN ON THE PLANS. THE CONTRACTOR SHALL OBTAIN ALL PERMITS, NOTIFY CITY o o OFFICIALS OF CONSTRUCTION COMMENCEMENT,AND SUBMIT CONSTRUCTION TIMETABLE. o CONTRACTOR SHALL MAINTAIN THE PROJECT SITES IN ACCORDANCE WITH THE FOLLOWING PERFORMANCE STANDARDS: 3. PRIOR TO COMMENCING ONSITE EARTHWORK ACTIVITIES, THE CONTRACTOR SHALL ESTABLISH THE CONSTRUCTION o WORKSPACE LIMITS AND IDENTIFY AND MARK SENSITIVE RESOURCES, 9 MATERIAL STOCKPILING: MATERIAL RESULTING FROM CLEARING AND GRUBBING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES, 4. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL BEST MANAGEMENT PRACTICES OR NEW MATERIAL DELIVERED TO THE SITE, SHALL BE STOCKPILED UPSLOPE OF DISTURBED AREAS.THE STOCKPILE AREAS SHALL (BMPs) IN ORDER TO PROTECT DOWN GRADIENT AREAS. WHERE APPROPRIATE, DIVERSION BMPs SHALL BE IMPLEMENTED TO ' C) HAVE THE PROPER EROSION AND SEDIMENT CONTROLS INSTALLED TO PREVENT MIGRATION OF SEDIMENTS AND MATERIALS. DIRECT RUNOFF FROM UPGRADIENT AREAS AROUND THE PROJECT SITE. 00 5. ON-SITE CONSTRUCTION SEQUENCE SHALL START WITH THE MINIMUM AMOUNT OF CLEARING REQUIRED TO INSTALL EROSION STAGING, STORAGE, AIJD MARSHALLING AREAS: CONSTRUCTION MATERIALS AND EQUIPMENT SHALL BE STORED IN DESIGNATED CONTROL MEASURES. THIS INCLUDES, SILTATION FENCING, ANTI-TRACK PADS (STABILIZED CONSTRUCTION ENTRANCE), AND p STAGING AREAS AS INDICATED ON THE CONSTRUCTION DRAWINGS OR AS DIRECTED BY THE OWNER OR OWNER'S REPRESENTATIVE, OTHER MEASURES NOTED ON THE PLAN. NO WORK SHALL TAKE PLACE UNTIL THE OWNER'S REPRESENTATIVE HAS INSPECTED z OR ENGINEER. STAGING, STORAGE, AND MARSHALLING AREAS SHALL BE LOCATED IN AN AREA THAT MINIMIZES IMPACTS TO AND APPROVED INSTALLED MEASURES. STORMWATER QUALITY. CHEMICALS, SOLVENTS FERTILIZERS, AND OTHER TOXIC MATERIALS SHALL BE COLLECTED AND DISPOSED 6. AFTER PERMANENT EROSION AND SEDIMENTATION CONTROL MEASURES WITHIN THE CURRENT PHASE OF WORK ARE OF AT AN APPROVED SOLID WASTE OR CHEMICAL DISPOSAL FACILITY. BULK STORAGE OF FUEL MATERIALS WILL BE STAGED AT THE INSTALLED AND FUNCTIONING, THE CONTRACTOR SHALL OBTAIN OWNER APPROVAL BEFORE BEGINNING EARTHWORK IN THE PROJECT MARSHALLING YARD PER SAFETY DATA SHEET (SDS) SPECIFICATION AND ENVIRONMENTAL HEALTH AND SAFETY SUBSEQUENT PHASE. a STANDARDS,WHICHEVER IS MORE RESTRICTIVE. 7. AFTER EROSION CONTROL MEASURES ARE INSTALLED THE TYPICAL SEQUENCE SHALL BE AS FOLLOWS: j®� � EQUIPMENT CLEANING AND MAINTENANCE: ALL ONSITE CONSTRUCTION VEHICLES SHALL BE MONITORED FOR LEAKS AND SHALL a. REMOVE VEGETATION FROM PROPOSED DEVELOPMENT AREA. ALL STUMPS AND WOOD SHALL BE TAKEN OFF-SITE AND RECEIVE REGULAR PREVENTATIVE MAINTENANCE TO REDUCE THE RISK OF LEAKAGE. ANY EQUIPMENT LEAKING OIL, FUEL, OR DISPOSED ACCORDINGLY. HYDRAULIC OIL SHALL E3E REPAIRED OR REMOVED FROM THE PROJECT SITE IMMEDIATELY. STORAGE, PARKING, MAINTENANCE,AND b. REMOVE AND STOCKPILE TOPSOIL AFTER EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN INSTALLED.THE TOPSOIL /IW o SERVICING OF CONSTRUCTION VEHICLES SHALL BE A MINIMUM OF 200-FEET FROM A WETLAND , WATERBODY, OR OTHER SHALL BE SEEDED IMMEDIATELY AFTER STOCKPILING IN ORDER TO STABILIZE THE SLOPE AND LIMIT SEDIMENT RUNOFF. V o ECOLOGICALLY SENSITIVE AREA AND STORMWATER CONVEYANCE FEATURES OR WATER QUALITY TREATMENT BMPS. PETROLEUM STOCKPILED TOPSOIL SHALL BE SEEDED AND MULCHED WHEN IT IS TO BE STORED MORE THAN 30 DAYS FROM TIME OF Q w o PRODUCTS AND HYDR/ULIC FLUIDS THAT ARE NOT IN VEHICLES SHALL BE STORED IN TIGHTLY SEALED CONTAINERS THAT ARE STOCKPILING.THE SITE CAN NOW BE REFORMED TO PROPOSED FINAL ELEVATIONS(LESS TOPSOIL DEPTH). N o CLEARLY LABELED. ALL GASOLINE, DIESEL FUEL, OR OTHER FUEL STORAGE VESSELS WITH GREATER THAN 25-GALLON SHELL C. PROCEED WITH ALL WORK DEPICTED ON THE DEMOLITION PLAN, IF ANY. N r CAPACITY MUST HAVE SECONDARY CONTAINMENT CONSTRUCTED OF AN IMPERVIOUS MATERIAL CAPABLE OF CONTAINING A d. PREPARE AND COMPACT SUBGRADE(IF AND AS DIRECTED)AND INSTALL DRAINAGE AND STORMWATER BMP'S IN ACCORDANCE >W MINIMUM OF 110%OF THE SHELL CAPACITY. WITH"GRADING AND STORMWATER MANAGEMENT PLAN". W m z z e. EXCAVATE SOIL TO THE DEPTH NECESSARY TO CONSTRUCT GRAVEL ACCESS ROAD AND POROUS ASPHALT PAVEMENT. ALL z 00 N DEBRIS AND OTHER MATERIALS: CONTRACTOR SHALL MANAGE ALL LITTER,CONSTRUCTION DEBRIS,AND CONSTRUCTION CHEMICALS REMOVED TOPSOIL SHALL BE UTILIZE ON SITE AS LOAM FOR GRASS AREAS. NO SOILS SHALL BE REMOVED FROM THE SUBJECT o z N EXPOSED TO STORMWATER TO PREVENT MATERIALS FROM BECOMING A SOURCE OF POLLUTION. ALL DEMOLITION WASTE, DEBRIS, PROPERTY. W Q AND RUBBISH GENERATED DURING CONSTRUCTION OF THE PROJECT SHALL BE PROPERLY REMOVED FROM THE SITE AS IT OCCURS. f. COMPLETE REMAINING GRADING REQUIRED AS SHOWN ON THE GRADING PLANS. INSTALL EROSION CONTROL MATTING ON ALL to ALL MATERIALS SHALL BE PROPERLY DISPOSED OF OFF-SITE IN STRICT ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND SLOPES OF 3HAV OR GREATER(IF ANY),THEN SEED AND MULCH THE AREA. �n FEDERAL REGULATIONS.THE CONTRACTOR SHALL PAY PARTICULAR ATTENTION TO THE PROPER HANDLING, STORAGE, AND g. INSTALL CONCRETE UTILITY PADS, FOOTINGS, PHOTOVOLTAIC PANELS, UTILITY POLES, FENCE AND GATES AND OTHER DISPOSAL OF HAZARDOUS SUBSTANCES. IMPROVEMENTS PER THE PLAN, TRENCH OR FOUNDATION DEWATERING: TRENCH DEWATERING IS THE REMOVAL OF WATER FROM TRENCHES, FOUNDATIONS, h. LOAM AND SEED FRONT YARD AND ALL REMAINING DISTURBED AREAS.UTILIZE EXISTING SITE SOIL WHERE POSSIBLE. COFFER DAMS, PONDS, SUMPS, BASINS, AND OTHER AREAS WITHIN THE CONSTRUCTION AREA THAT RETAIN WATER AFTER I• REMOVE ALL EROSION AND SEDIMENT STRUCTURES AFTER FINAL STABILIZATION AND ACCEPTANCE. IF STABILIZATION DOES EXCAVATION. IN MOST CASES THE COLLECTED WATER IS HEAVILY SILTED AND HINDERS CORRECT AND SAFE CONSTRUCTION NOT OCCUR (INCLUDING DUE TO SEASONAL CONDITIONS) IN ALL AREAS BEFORE CONTRACTOR HAS SATISFIED ALL OTHER PRACTICES. THE CONTRACTOR SHALL REMOVE COLLECTED WATER FROM THE PONDED AREAS, EITHER THROUGH GRAVITY OR CONDITIONS TO FINAL ACCEPTANCE, CONTRACTOR SHALL PROVIDE A PLAN (INCLUDING APPROPRIATE PERFORMANCE PUMPING, IN A MANNER THAT SPREADS IT THROUGH NATURAL WOODED OR VEGETATED BUFFERS OR TO AREAS THAT ARE ASSURANCES) TO THE OWNER'S REPRESENTATIVE TO REMOVE SUCH EROSION CONTROL MEASURES AFTER STABILIZATION SPECIFICALLY DESIGNED TO COLLECT THE MAXIMUM AMOUNT OF SEDIMENT LADEN WATER FROM DEWATERING TO FLOW OVER (AND ALLOWING CONTRACTOR TO ACHIEVE FINAL ACCEPTANCE), FOR ACCEPTANCE IN THE SOLE AND ABSOLUTE DISCRETION 3 DISTURBED AREAS OF THE PROJECT SITES. OTHER MEASURES OR METHODS MAY BE UTILIZED AS REVIEWED AND APPROVED BY THE BY THE OWNER'S REPRESENTATIVE. ENGINEER. j. DURING THIS TIME ALL EROSION AND SEDIMENT STRUCTURES SHALL BE MAINTAINED IN PROPER WORKING ORDER. DISTURBED AREAS SHALL BE KEPT TO A MINIMUM AND SHALL ONLY TAKE PLACE WHERE IMMEDIATELY REQUIRED TO FURTHER 31s NON-STORMWATER DISCHARGES: CONTRACTOR SHALL IDENTIFY AND PREVENT CONTAMINATION BY NON-STORMWATER CONSTRUCTION. IT IS DESIRABLE FOR AN EROSION PREVENTION TO MINIMIZE DISTURBED AREAS. FINAL GRADING AND SEEDING 1S DISCHARGES. SHALL TAKE PLACE AS SOON AS PRACTICAL. CONCRETE WASHOUT AREAS: DESIGNATED CONCRETE WASHOUT AREAS SHALL BE PROVIDED AS NEEDED TO ALLOW CONCRETE MULCH ANCHORING REQUIREMENTS TRUCKS TO WASHOUT OR DISCHARGE SURPLUS CONCRETE AND WASH WATER ONSITE. CONCRETE WASHOUT AREAS SHALL BE A DIKED IMPERVIOUS AREA LOCATED A MINIMUM OF 100 FEET FROM A DRAINAGE WAY,WATERBODY,WETLAND AREA,OR INFILTRATION ON SLOPES GREATER THEN 3 PERCENT, STRAW MULCH WILL BE FIRMLY ANCHORED INTO SOIL UTILIZING ONE OF THE FOLLOWING BMP. CONCRETE WASHOUT AREAS SHALL HAVE PROPER SIGNAGE AND BE CONSTRUCTED TO PREVENT CONTACT BETWEEN METHODS: WASHWATER AND STORMWATER. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION AND MAINTENANCE OF CONCRETE CRIMPING WITH A STRAIGHT OR NOTCHED MULCH CRIMPING TOOL; 18 o WASHOUT AREAS.CONCRETE WASHOUT AREAS SHALL NOT BE FILLED BEYOND 95 OF DESIGN CAPACITY AND SHALL BE CLEANED OUT - ONCE 75%CAPACITY HAS BEEN MET UNLESS A NEW FACILITY HAS BEEN CONSTRUCTED. - TRACK WALKING WITH DEEP-CLEATED EQUIPMENT OPERATING UP AND DOWN THE SLOPE (MULCH CRIMPED PERPENDICULAR TO THE SLOPE)ON SLOPES<25 PERCENT; ADDITIONAL REQUIREMENTS: COMPLETION OF THE WORK WILL REQUIRE FREQUENT ACCESS TO VARIOUS PORTIONS OF THE - APPLICATION OF MULCH NETTING; PROJECT AREA FROM STATE AND LOCAL ROADWAYS. CONTRACTOR SHALL MONITOR PUBLIC ROADWAYS AND SHALL CLEAN - APPLICATION OF 500 LB./ACRE OF WOOD FIBER MULCH OVER STRAW/HAY MULCH;AND PAVEMENT BY MEANS NECESSARY IN THE EVENT THAT SEDIMENT OR TRACKING IS OBSERVED. SIGNAGE SHALL BE POSTED AT - COMMERCIALLY AVAILABLE TACKIFIERS(EXCEPT WITHIN 100 FEET OF WATERBODIES OR WETLANDS). INTERSECTIONS OF PROJECT ACCESS ROADS AND PUBLIC WAYS,STATING COMPANY NAME AND 24-HOUR CONTACT PHONE NUMBER. TEMPORARY STABILIZATION FOR FROZEN CONDITIONS CONSTRUCTION LITTER CONTROL SITE STABILIZATION: MULCHING SHOULD BE TRACKED INTO SOIL PRIOR TO FROZEN CONDITIONS, OR ANCHORED WITH NATURAL DURING CONSTRUCTION,ALL WRAPPING, BOXES, SCRAPS OF BUILDING MATERIAL,AND OTHER LITTER ITEMS SHALL BE DISPOSED OF o FIBER NETTING.APPLICATION OF MULCHING SHOULD BE PERFORMED PRIOR TO SIGNIFICANT SNOW FALL. IF STRAW MULCH ALONE IS PROPERLY BY USE OF DUMPSTER OR CARTED AWAY.THE SITE SHALL BE INSPECTED AND CLEANED DAILY DURING CONSTRUCTION. "a USED FOR TEMPORARY STABILIZATION, IT SHALL BE APPLIED AT DOUBLE THE STANDARD RATE OF 2 TONS PER ACRE, MAKING THE N APPLICATION RATE 4 TONS PER ACRE. OTHER MANUFACTURED MULCHES SHOULD BE APPLIED AT DOUBLE THE MANUFACTURER'S a) RECOMMENDED RATE. IN AREAS WHERE SOIL DISTURBANCE ACTIVITY HAS TEMPORARILY OR PERMANENTS CEASED, THE APPLICATION OF SOIL STABILIZATION MEASURES SHOULD BE INITIATED BY THE END OF NEXT BUSINESS DAY AND COMPLETED WITHIN THREE DAYS.ACCUMULATED SNOW AND FROZEN CONDITIONS ALONE ARE NOT CONSIDERED STABILIZATION. PROTECTION OF POST-CONSTRUCTION STORMWATER BMPs SLOPES: ALL SLOPES AND GRADES MUST BE PROPERLY STABILIZED WITH APPROVED METHODS. ROLLED EROSION CONTROL POST-CONSTRUCTION STORMWATER BMPs DESIGNED FOR WATER QUALITY TREATMENT SHALL NOT BE USED AS A SEDIMENT PRODUCTS MUST BE USED ON ALL SLOPES GREATER THAN 3HAV,OR WHERE CONDITIONS FOR EROSION DICTATE SUCH MEASURES. CONTROL DEVICES DURING CONSTRUCTION PHASE OF THE PROJECT. WHEN POSSIBLE, POST CONSTRUCTION STORMWATER BMP INSTALLATION SHALL OCCUR AFTER FINAL STABILIZATION IS ACHIEVED IN UPGRADIENT AREAS. SETBACKS: A MINIMUM 25-FOOT BUFFER SHALL BE MAINTAINED FROM ALL PERIMETER CONTROLS SUCH AS SILT FENCE. MARK SILT FENCE WITH TALL STAKES THAT ARE VISIBLE ABOVE THE SNOW PACK. EDGES OF DISTURBED AREAS THAT DRAIN TO A WATERBODY CONSTRUCTION PHASE STORMWATER SHALL BE DIVERTED AROUND POST-CONSTRUCTION STORMWATER QUALITY BMPs UNTIL FINAL WITHIN 100-FEET WILL HAVE 2 ROWS OF SILT FENCE,5-FEET APART,INSTALLED ALONG THE CONTOUR. STABILIZATION IS ACHIEVED IN UPGRADIENT AREAS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OR REPLACEMENT OF m BMP FILTER MATERIAL IN THE EVENT CONSTRUCTION PHASE STORMWATER IS DISCHARGED TO CONSTRUCTED BMPs. NATURE AND SOIL STOCKPILES: STOCKPILED SOILS MUST BE PROTECTED BY THE USE OF ESTABLISHED VEGETATION,ANCHORED-DOWN MULCH, DEGREE OF REPAIR SHALL BE AS DIRECTED BY THE OWNER. ROLLED EROSION CONTROL PRODUCTS,OR OTHER DURABLE COVERING. SEDIMENT CONTROLS MUST BE INSTALLED DOWNSLOPE OF THE PILE TO CONTROL SEDIMENTATION TO UNDISTURBED LOCATIONS. by:Drawn CONSTRUCTION ENTRANCE: ALL ENTRANCE AND EXIT LOCATIONS TO THE SITE MUST BE PROPERLY STABILIZED AND MUST BE Dr Dr wn by: T MAINTAINED TO ACCOMMODATE SNOW MANAGEMENT AS SET FORTH IN THE NEW YORK SSESC. A. SNOW MANAGEMENT: SNOW MANAGEMENT SHALL NOT DESTROY OR DEGRADE EROSION AND SEDIMENT CONTROL PRACTICES. Design by: PLOWING PERFORMED SHOULD NOT MIGRATE PLACED CRUSHED STONE OR ACCUMULATED MATTING DEBRIS WITHIN WATERBODIES, A. REXROAT CONVEYANCES OR PROTECTED AREAS. PREPARE A SNOW MANAGEMENT PLAN WITH ADEQUATE STORAGE FOR SNOW AND CONTROL OF MELT WATER, REQUIRING CLEARED SNOW TO BE STORED IN A MANNER NOT AFFECTING ONGOING CONSTRUCTION ACTIVITIES. ENLARGE AND STABILIZE ACCESS POINTS TO PROVIDE FOR SNOW MANAGEMENT AND STOCKPILING. DRAINAGE STRUCTURES MUST Checked by: BE KEPT OPEN AND FREE OF SNOW AND ICE DAMS.ALL DEBRIS OR ICE DAMS FROM PLOWING OPERATIONS THAT RESTRICT FLOW OF RUNOFF AND MELT WATER SHALL BE REMOVED. S. MEERSMA FROST HEAVES: HEAVING FROST, FROZEN GROUND, WINTER CONDITIONS AND EQUIPMENT CAN AFFECT EROSION AND SEDIMENTATION CONTROL PRACTICES. EROSION AND SEDIMENTATION CONTROL DEVICES SHALL BE CHECKED FOR DAMAGE BY LO TRAINED CONTRACTOR AND QUALIFIED INSPECTORS. DEFICIENCIES SHALL BE REPAIRED AND OR INSTALLED MEASURES SHALL BE co REPLACED AS DEEMED NECESSARY. THIS IS ESPECIALLY IMPORTANT DURING THAWING PERIODS AND PRIOR TO SPRING RAIN EVENTS. r r WINTER SHUTDOWN: IN THE EVENT OF TEMPORARY SHUTDOWN TO SOIL DISTURBING ACTIVITIES UNDER WINTER CONDITIONS, TEMPORARY STABILIZATION MEASURES SHALL BE IMPLEMENTED TO ALL DISTURBED AREAS AND SWPPP INSPECTIONS CAN BE REDUCED TO A MONTHLY FREQUENCY.THE CONTRACTOR SHALL REFER TO SOIL STABILIZATION MEASURES IN ACCORDANCE WITH THE NEW YORK STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL(NOVEMBER 2016)AND SPDES O GENERAL PERMIT GP-0-?0-001. 4 PERMANENT CONSTRUCTION AREA SEEDING FINAL STABILIZATION SHOULD BE IMPLEMENTED AT THE COMPLETION OF EACH PHASE. ONCE CONSTRUCTION IS COMPLETE, J W EXPOSED SOILS REQUIRE FINAL AND PERMANENT STABILIZATION. SOILS SHOULD BE GRADED SMOOTH AND LEVEL TO ELIMINATE Q Z RUTTING AND CONCENTRATED FLOWS, PONDING AND UNEVEN SURFACES FOR FUTURE MAINTENANCE ACTIVITIES. UNIMPROVED f , AREAS SHOULD BE RESTORED TO ORIGINAL GRADE UNLESS PERMITTED AND PLANNED FOR REQUIRED FUTURE MAINTENANCE. U CONSERVED STOCKPILED TOPSOIL SHOULD BE UTILIZED FOR TOPDRESSING GRADED SUB-SOILS AT EXCAVATION LOCATIONS. ANY Z W W SEVERELY COMPACTED SECTIONS WILL REQUIRE TILLING OR DISKING TO PROVIDE AN ADEQUATE ROOTING ZONE, TO A MINIMUM Q 0 DEPTH OF 12".THE SEEDBED MUST BE PREPARED TO ALLOW GOOD SOIL TO SEED CONTACT,WITH THE SOIL NOT TOO SOFT AND NOT _I f n TOO COMPACT.ADEQUATE SOIL MOISTURE MUST BE PRESENT TO ACCOMPLISH THIS. IF SURFACE IS POWDER DRY OR STICKY WET, �/ V POSTPONE OPERATIONS UNTIL MOISTURE CHANGES TO A FAVORABLE CONDITION. REMOVE ALL STONES AND OTHER DEBRIS FROM 0 W 0 THE SURFACE THAT ARE:GREATER THAN 4 INCHES,OR THAT WILL INTERFERE WITH FUTURE MOWING OR MAINTENANCE. —j o SOIL AMENDMENTS SHOULD BE INCORPORATED INTO THE UPPER 2 INCHES OF SOIL WHEN FEASIBLE. THE SOIL SHOULD BE TESTED O oe— a TO DETERMINE THE AMOUNTS OF AMENDMENTS NEEDED.APPLY GROUND AGRICULTURAL LIMESTONE TO ATTAIN A PH OF 6.0 IN THE = Q F— UPPER 2 INCHES OF SOIL. IF SOIL MUST BE FERTILIZED BEFORE RESULTS OF A SOIL TEST CAN BE OBTAINED TO DETERMINE = J FERTILIZER NEEDS,APPLY COMMERCIAL FERTILIZER AT 50 LBS.PER ACRE OF NITROGEN OR EQUIVALENT. O U IF SOILS ARE SOFT,MECHANICAL MULCHING MAY NOT BE AVAILABLE DUE TO THE INEVITABLE RUTTING WITH MULCHING EQUIPMENT. U) z O W ANY UPLAND AREAS THAT ARE DISTURBED SHALL BE STABILIZED USING PERMANENT SEED MIX AS SPECIFIED IN THE NEW YORK U) Z STATE STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL (SSESC), UNLESS DIRECTED OTHERWISE IN Q ASSOCIATED PERMITTING DOCUMENTS. J w 4 p w U a LO 0' g V 3 m a d d Contract No: 2 480459 w m Scale: j� D AS NOTED e Q mc1 L Date: JAN 2 4 2025 JANUARY 2025 SOUTIHOLD T0ti11N PLANNING BOARD Sheet: NOTES NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE Drawing No: Z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. NOT FOR CONSTRUCTION ISSUED FOR PERMITTING ESC-05 0 NOTES: C4 `� ♦ CO C CAI C" CIO ® q 1. CONTRACTOR SHALL VERIFY SITE CONDITIONS PRIOR TO COMMENCING WORK. o , } N 2, SCREENING TO BE PROVIDED ALONG COUNTY ROAD 48 AND ALONG ANY ADJACENT RESIDENTIAL PROPERTIES. TREES TO m z �! BE PLANTED TO SUPPLEMENT EXISTING TREE LINE TO ACHIEVE 25' WIDTH. o � Y 3. VEGETATIVE (GRASS) COVER WILL BE MOWED AT THE DISCRETION OF THE TOWN TO CONTROL, THE GROWTH OF WILD N AND DEEP-ROOTED SPECIES, AND MINIMIZE THE POTENTIAL FOR THE INTRODUCTION OF VECTOR HABITATS. THE 3 0 / FREQUENCY OF EACH MOWING EVENT IS TO BE DETERMINED BY SITE CONDITIONS. UNDESIRABLE SPECIES SUCH AS z a o SAPLINGS OR OTHER VEGETATION WITH PENETRATION ROOTS WILL BE REMOVED F THEIR PRESENCES THREATENS THE o ® / O A / ` ♦ INTEGRITY OF THE CAP. o DP-9 // g I ` ♦ LEGEND / 1 vo z ` PROPERTY LINE / o ! E � . .82_± ' - - - - - - - - - - - - - - - - PROPERTY SETBACK a / 0_ � 109 \�. ` LOD LOD LIMITS OF DISTURBANCE FOR PROJECT r ♦ -- ABUTTERS LOT LINE STORBASINMWATER - EXISTING ASPHALT � "'o \\ EL. =14.55'± /// //✓ ���3 \V ` ` �- N OM / gk� ,d/ //G r l \ \ - EL. =57.10'± \ __ Q� f q EX. MINOR CONTOURS � Ana of DP-8 "moo $ /1 ?y / r r l !J \ ���\���� \ ` ` 50 EX. MAJOR CONTOURS �' W Z�� EL. =47.00± ,, \ 0 20 x:`s L. = 12.00'± :' \o z o z EL_= 16.29'± \�\ \ J�/l/� 3:y _ �'`\� ` EL. =57.00'± ` EX. BUILDING OUTLINE W ofI ,n a EX. TREELINE D o°�~ 108 l l //// / o�i/. l \ ` \ EL. =56.90'± EX. GAS VENTS EL. =57.57 EL. =58.02'± LANDFILL BOUNDARY EL. =59.83'± o lit / 1 'r \� �\\ \\ �+�^ )\�• ` \ 1S SUBCATCHMENT 7 0 / // //EL. = 15.92± l ) / // /1 r////i \\ \� tea:\\�\t / f \ \ \ �. Q N� EL. =60.84'± 1 \\\�\ `r' �a >, `� \ / \\\ \,,� \\ \ / \ / / 1 J \� ti \ ANALYSIS POINT DP-7 ..._;. ,/� /i r/�i// / / /1/ // /..I' s \\ \\\\\\� \\\? \ 47Q \� l 1� � : � � : � EL. - 11.00'± I� /y // ✓//I / / / ( \\ \\\ \�\\�` Z o \ oo• \ �} i �\\\\�\ EL =5426 � TC FLOWPATH \\ \\\ � // /�j / //� / �. ✓ \ \\ \ � � \ • / '±• o � � �� i � � � i - N RCS SOILS DATA 103 / SUBCATCHMENT BOUNDARY o EL.=78.00'± 107 /// ///// t // / 1 0 / / C EL. =52.04'± \\ \ \\\ �\ D P-4 � ( / l // 1 1 ) / / I ! 1 \ \ \\\ � STORMWATER \� / BASIN 4.\ \\� EL. =75.52'± // ,\.�`\\\\O \`� `:,,, 1 / 1 J ...• I ( ( ) / r EL. -81.00'± \ \ \ \�\\: �� r_ _ EL. =52.00'± EL. =81.00'± \ \ \\ \ a. \ III I ( \ / /J / / / / ) { ! y ) ` EL. =51.18'± �� I // / ( ( I.,I- / Y JI ( I I / 'oo� / / - EL. =71.18'± l J I i ^ o\ �` \ \� Itl tie / / / t / // tt IV< i / , \ q II 17.00' B ♦�` / / r,.�`\ 1 \ \\ \ J / / / / 1 1 ` //�/ / I 1 I t l / EL. =75.24_± q 1 ) J 1 !I(1 ( I / EL. =50.84'± °o• 64.77'± j Noma �•� ^ ✓ 1 6 !t t \� --L_� EL. =64.99'± / /s2oo I (}I \ • 1 ® ( 1/ r / ` \: \ t J/ }/( \ < l r. / // / / ® /♦ /( I EL. =50.53'± l "J EL. =63.06'± k/ 2- ti / 8.0 EL. =49.26'± / m a 1 �" / ' / j / / I / EL. =53.04'± o a > ` / • �l Drawn by: , / J J /` T. DOUGAN C / _ Design by: EL. =67.00± � � \ \\ ti �.,.-• -� �pN" \ � - •� -� ._. -� / 1 1 .., P Qs\ STORMWATER 1 BASIN 2 , \ \ T. DOUGAN \ ` ti EL. =67.00'± ®\ \\\ �5� EL. =52.00'± �� = _ ✓ I Q Checked by: ( DP-2 I� I\EL.=40.00'± \ \�o ` \\ ` o " \ ` `\�` \ `\\\ d\� ti EL. =50.98'± `�•� ` / ` ` /C o' '/ / S. MEERSMA s52.0o \\ \ EL. =62.23'± ' 1 \ / ♦ / vti \ ` \ 101 EL. =45.00'± A o EL. =49.62'± I \ 1 :. \\ \ \ `• \ \ EL. =62.00'± - 1 \ \ /a EL. =44.12'± \ a ♦ ( \\F� ��\` `� \ \ �\ L \ ^ 1 \ \\ \\ \^ 1 .., i I 1 1 I ) ,/ / / /�90• EL. =41.35'± p •v /' / / 11 r o / ♦ J ..:: \\\\�1\ \ ` L ` EL. =56.99'± y\ \ \ r \ r l r 1 M r r }l / o / I ) `}�•f \ \/ ° �(� •\ 1 {'L' U Z / ♦ }, y:., \\\�`� `\\ �`y� 'EL. =55.77'± L ® / \ ) 1 \ \ ti -, (p (I // !�. W 11.00, r� \ J I\ l ) \ \\\ �r 1` y r/ // l 1 f `♦ / \�\ Q ® ,,* EL. =55.32'± �4 .. \ \ \ ` \ \o - !� /I \ �f` .�• \ \\\ / J O f n \ a ` `-' -^ y ® G \ \ \ \ \\ \ EL. =37.00'± �1 c > J x\ ` \® // ✓J/ � [L ♦ EL. =34.54±.\�i ( -� �` x \ \ \\ \ \\\ ` / J LL U EL. =45.50'± \ 1 ✓ = J :..... 106 EL. =45.00'± Lu 50 ( 1 1 / Cj EL. =27.00'± \ o � J J A . �STORMWATER Contract No: DP-6 BASIN 1 -� 480459 \ ,«s `��� � � Scale: / ��� _ AS NOTED \ f JAN 2 4 2025 Date: o ♦ SOU rr HOLD rowN MAY 2024 PLANNING BOARD ♦ / Sheet: Fm PRE-DEVELOPMENT NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL ♦ / 0 120' 240' DRAINAGE MAP s (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE U PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE ♦ B / Drawing NO: Z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. SHEET SIZE: 24" BY 36" CD NOT FOR CONSTRUCTION ♦ DRAFT (DRAWING MAY BE PRINTED AT REDUCED SIZE) PRE 0 NOTES: N W M O 00 // ` , 1. CONTRACTOR SHALL VERIFY SITE CONDITIONS PRIOR TO COMMENCING WORK. Cu a) `O = 2. SCREENING TO BE PROVIDED ALONG COUNTY ROAD 48 AND ALONG ANY ADJACENT RESIDENTIAL PROPERTIES. TREES TO m z N / Cj N BE PLANTED TO SUPPLEMENT EXISTING TREE LINE TO ACHIEVE 25' WIDTH. o ,� `" 3. VEGETATIVE (GRASS) COVER WILL BE MOWED AT THE DISCRETION OF THE TOWN TO CONTROL, THE GROWTH OF WILD o } .. AND DEEP-ROOTED SPECIES, AND MINIMIZE THE POTENTIAL FOR THE INTRODUCTION OF VECTOR HABITATS. THE 3 0 FREQUENCY OF EACH MOWING EVENT IS TO BE DETERMINED BY SITE CONDITIONS. UNDESIRABLE SPECIES SUCH AS z o SAPLINGS OR OTHER VEGETATION WITH PENETRATION ROOTS WILL BE REMOVED F THEIR PRESENCES THREATENS THE o INTEGRITY OF THE CAP. o / A / o / ♦ ♦ �; J / 00 LEGEND EL.� 13.00'± / J PROPERTY LINE o I`I�`ll� ` z ® / ; :'; �`` // \\\� _ ` - - PROPERTY SETBACK �? / 1� ..., - - - - - - - - - - - - - - o a U / ` f �EL. = 13.82'±� ' � LOD LOD LIMITS OF DISTURBANCE FOR PROJECT ' �� a / o \�\. t / 209 �\�/ _ ___... __..u-� _..W.._. ABUTTERS LOT LINE LIJ (�f ram , ` ♦ EXISTING ASPHALT IUr o � �. STORMWATER - a 0/ •�� BASIN 3 ` EX. MINOR CONTOURS _ EL. =14.55± /1/ //✓ .. V �N cCf,J �\ - EL. =57.10'± ` . � 50 EX. MAJOR CONTOURS >>� LJJ m Z W EX. BUILDING OUTLINE z o�N DP-8 xo' r L. = 12.00'tuj 'o EX. TREELINE G f EL. =16.29'± EL. =57.00'± , ,n - EX. GAS VENTS v o208 / 1 / / // „� ! �" �\ EL. -56.90'± / LANDFILL BOUNDARY EL. =57.57'±�� �� / // I \ ///// /� %/////�/�i �\�\ 1 ♦ / v / //�� 1 ///1 l / / 5�� �� \�\\ \� \ c f ' B AV PROPOSED AT-GRADE ELECTRIC LINE EL. =58.02'± �'ie////// ?o \ /SII(c f // /r \\ \\\ \ 1. \ //// / / '�.� \\\ \\� 1 \\ 1 \ OE A m \ /////// t s t // / ram.- \ \\ \ - PROPOSED OVERHEAD ELECTRIC LINE \\\ ® ° //�////�' ( //// -�/ % , \� R, PROPOSED PERIMETER FENCE EL. =15.92'± l ) / // /// ri /j/ \\\ \\\ 6' \ \l / \ ///j /// /// //// // / j=.\\ IN ,\� �\ EL. =60.84'± \\\ / /� \93 �//// /// \'\\ � J \\ ti . \ . ' /i � , . .r/ ,(� ,� // T - _1.. � \\\\\ \\ � \ \ \ �•k•' PROPOSED SOLAR ARRAY \ \\ \\ EL. =11.00'± /` / /'y rrl'r/'/ T /// do / \�\\ \�\\ t \ / ` } EL. - 26'± PERVIOUS Cu ACCESS ROAD WITH GEOWEB J PROPOSED LIMITED USE B PORTION OF EXISTING ROAD TO BE USED o ��\ \ FOR CONSTRUCTION STAGING ,;:,. \ 7M1\ 207 00 / // / //1 `\\\� \\�\\ :`.;a` , J I) f ( ^/%/% //// /J A" STORMWATER- \� \\� \\\ SUBCATCHMENT EL. =52.04'± 1 ( I l 11//ll/ 11 �J/r / ( I q r( J J \`�\ \ \:�,STORMWATER, \\ / DP-4 o // / /i /� II f / \ \ \ \ \ EL. =49.00'± \ ANALYSIS POINT .0 EL. =81.00'± \ \ \\\ \ �� - `EL. =52.00'± :: DP-1 a \\ \ i :: : //J (i 1 x/ /j // J ) S J „ // / ( d Aoo_oo .e, E L. =81.00'± ` " \ \\\\ \ \1 I I / 35, 204 �\ \\\\ 111) 1 / „ o �. � I = m mil, IMim m I m MI ® TCFLOWPATH :• .:..� EL. 51.18'± l // j f � 1111 i l L />✓/ /l / � J I ) I J �o � EL. =71.18'± ,) 1 J ( I / / i MM i MM i MM i M MM N RCS SO I LS DATA aw A l i J 17.00' B // ^ o\ (� I li m � / / // ) EL. =50.84'± Jx/r�/ ( 1 / / I a r /� / EL. =75.24'± J ) l ( a� -7 �/� / //�l ( � ( ��f1 / 1 SUBCATCHMENT BOUNDARY _� JD ( \ t11 EL.=64.77'± I / MINIM �' % 1/# / n� \ \ //I EL.=64.99'± let 00, ( (( \ • • 1 - // - �'/ 5flR0.53'± \ ® ^J m I 48.pp, B / EL. =63.06'± r\�+ �x�x / 7 ! � EL. =49.26'± o >. �/ J /� / ✓ ( ®� �° `\� \ \ „�\ 61 - r 1/ / / tit ■.,e / i t' Drawn by: 55 / ot\ l� t - 65 / a \ - / 1 / ' /d Design by: p T. DOUGAN STORMWATER \ \ ` ��- �, r BASIN 2 o EL. =67.00'± 0a ti � \ 1 - '" - -� / f\ \ / , o `\��+��� \v �- l o / \ Checked by: Ail 1. EL.`52.00'± �_ /f t S. MEERSMA El 1 DP-2 \ = ��y ��` \L `50.98'± `\� 24��.�`� \ 352 EL. =62.23'± �"�+ \ I 1/ LO �.0 - `� ti \ \ ~ \ C 201 \ ,, tom.,. Q,\r _ \... .��� -- ENL. =45.00'± J J ` / //// CA + Mimi Ilu a Y1 JERI so A \ \T� \ \ \ �r.1 \ /o? EL. =44.12'± 0 �� \\ \ EL. =62.00'± 111x,� f b / SIN* EL. =41.35'± :...... Elm I Kim I Him I MIN \ . .•, '• L \ \�\\ l\\�� ��"` EL. =55.77'± � � \\ ,� 5 y `�'/% . ✓ � ® ��\ / �\ 1 . a 1� 11.00' roc ' / o EL. =55.32'± \ '� 4 � 1 � � ♦ ..,., / \ / \ \1\\ ry \\ ` " -" ..." •�" ~ �' j L s J LL a \ ���'\ '�_ • \+\ \ o tf , EL. =37.00'± ® 1 \ ` /// 1/ O r U g EL. -34.54'±.\ \ \ `o 'Y \ ;;_: ���\\�`\,�� ` \�► + L _ -� ) 1 l \ / )/ L I °p' EL. =45.50'± 0 U a 0 206 \\� \ ` ` / 1 / //- a EL.=45.00± ` G O LJ.1 \ _ + (/ Ja \� EL.=27.00'± 7� ♦ 1 \\\ r /�/ o DP-1 LO EL. =30.00'± C / /((/ �� STORMWATER Contract No: DP-6 `\� _ BASIN 1 Z.-,1 480459 AS NOTED JAN 2 4 2025 Date: SOUTHOLD TOWN MAY 2024 PLANNING BOARD Sheet: FM ® , POST-DEVELOPMENT NOTE:UNDER NEW YORK STATE EDUCATION LAW ARTICLE 145 NOTE: THESE PLANS ARE ACCOMPANIED BY SUPPLEMENTAL ` DRAINAGE MAP s (ENGINEERING), SECTION 7209 (2), IT IS A VIOLATION FOR ANY DOCUMENTS. THESE DOCUMENTS ARE INTERRELATED AND ARE / 0 120' 240' PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED INTENDED TO BE USED TOGETHER. THESE DOCUMENTS ARE ` , Drawing No: Z PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. INTENDED TO BE USED FOR LOCAL APPROVAL PURPOSES ONLY. / B DRAFTNOT FOR CONSTRUCTION SHEET SIZE: 24" BY 36" ` (DRAWING MAY BE PRINTED AT REDUCED SIZE) POST 0 Appendix D — Environmental Background Information -USDA NRCS Soil Resource Report- -Northeast Regional Climate Center's Extreme Precipitation Tables - D Appendix D — USDA NRCS Soil Resource Report D USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of N RCS Agriculture and other Suffolk County, Federal agencies, State Natural agencies including the Resources Agricultural Experiment New York Conservation Stations, and local Service participants ■■■■M■M■■■'f„ 11 February 16, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Suffolk County, New York................................................................................13 CpE—Carver and Plymouth soils, 15 to 35 percent slopes........................ 13 HaA—Haven loam, 0 to 2 percent slopes................................................... 15 HaB—Haven loam, 2 to 6 percent slopes................................................... 16 Ma—Made land...........................................................................................18 PIA—Plymouth loamy coarse sand, 0 to 3 percent slopes..........................18 PIB—Plymouth loamy coarse sand, 3 to 8 percent slopes..........................20 PIC—Plymouth loamy coarse sand, 8 to 15 percent slopes....................... 22 RdA—Riverhead sandy loam, 0 to 3 percent slopes...................................24 RdC—Riverhead sandy loam, 8 to 15 percent slopes................................ 25 References............................................................................................................27 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils.After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map o M N r r 709500 709700 709900 710100 710300 710500 710700 410 2'14"N �Y @ I'""11➢III 410 2'14"N VIRy��m' e� I S©il Mah nlay not be v�litl at this sa,al�. 41'1'21"N "' 410 1'21"N 709700 709900 710100 710300 710500 710700 m o Map Scale:1:7,880 if printed on A portrait(8.5"x 11")sheet M Meters N N 0 100 200 400 600 Feet 0 350 700 1400 2100 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 9 0 m a a) m o r m 0 CD co 3 ° o '6 Q U cG U O m N N C � � � E oN Q) 2E Q U 7 E E (n -° N N °- O Y a) ZCL O U m O C ^ @ U m o m E E O ai Q m ° w ° @ a U E u m Q oMo = o N U o w c N E m n 3 Ln m U @ ° ° Lco m o N > Q N Z O N y U E N am Q3 oa' 0 o c U -0 In Q � 0 3 o Lo > N Q U CO CL LwlQiL mU E .'n mEaa) L N > m L N m N ZQm - o 4Cc:oo QUca Qa) -0° °' ° D m m o Cl) m OO n m o a O_ m -° n E1 ) E NLL m > O a E� a) Z 2 Lo- Q) m-maE ° a) O >.-o w N o O N 0--o -° m E co LU) ° Q -0 m � o ' ID U) n m ) N ° m z ❑ ° i m ° ° °? is pN -0 m w -o E n m E au), is O �o c m a) ET m n o m mcf) m La a mo @ 'o °c aiE U m 0) mE oo �' m °o y ° 'o o m 0°' o > Q moo m cMv o o o_ ai u°' cnn 0 U ° o_ a) cn a'i E O o o .Q o c O (6 m m Q Q.� m o 7 N y — i — O d N O._ L N m '� C O U N N p a) °O m 0 T Q U iE w O 7 O m L p m L E — o n a E cn � U noQ m o UU U � ❑ � U . cn L O Q N(U I..L Q) U L 0 O N� I,,.A^^_ vJ y cc T > _ c m Q O o ° L) L o LL co N -° °) y y O U2 0- 0 o o a U a. U) OCE OFF >u) m O R C pjry 111 ��u j� LL. W i C ��p R �, F m LU J y _ ° N N Q a TQ) .= o m C O C O O_ O G y a a N E y a= ° a y co CL a N oa0oN o O Q CL a- ccd O 00 co >. Ooa) > > LL LL o N -o os o of Y a a co m co a m m m of 0 0 0 i4 0 w d a c � O m f '; _ i� i�„.�u, �. Or 00 o ® m y Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CpE Carver and Plymouth soils, 15 3.4 2.4% to 35 percent slopes HaA Haven loam,0 to 2 percent 47.9 33.8% slopes HaB Haven loam,2 to 6 percent 16.7 11.8% slopes Ma Made land 16.7 11.8% PIA Plymouth loamy coarse sand,0 26.5 18.7% to 3 percent slopes PIB Plymouth loamy coarse sand,3 11.7 8.3% to 8 percent slopes PIC Plymouth loamy coarse sand,8 3.5 2.5% to 15 percent slopes RdA Riverhead sandy loam,0 to 3 10.2 7.2% percent slopes RdC Riverhead sandy loam,8 to 15 5.0 3.5% percent slopes Totals for Area of Interest 141.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the 11 Custom Soil Resource Report scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or Iandform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Suffolk County, New York CpE—Carver and Plymouth soils, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 2zggy Elevation: 0 to 390 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 52 to 59 degrees F Frost-free period: 190 to 250 days Farmland classification: Not prime farmland Map Unit Composition Carver and similar soils:45 percent Plymouth, loamy coarse sand, and similar soils: 40 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carver Setting Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Linear, convex Across-slope shape: Linear Parent material:Sandy glaciofluvial deposits Typical profile Oi- 0 to 2 inches: slightly decomposed plant material Oe - 2 to 3 inches: moderately decomposed plant material A -3 to 7 inches: coarse sand E- 7 to 10 inches: coarse sand Bw1 - 10 to 15 inches: coarse sand Bw2- 15 to 28 inches: coarse sand BC- 28 to 32 inches: coarse sand C-32 to 67 inches: coarse sand Properties and qualities Slope: 15 to 35 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A 13 Custom Soil Resource Report Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Description of Plymouth, Loamy Coarse Sand Setting Landform: Outwash plains, hills, moraines Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Parent material:Siliceous sandy and gravelly glaciofluvial deposits and/or sandy and gravelly supraglacial meltout till Typical profile Oi- 0 to 1 inches: slightly decomposed plant material Oe- 1 to 2 inches: moderately decomposed plant material A -2 to 3 inches: loamy coarse sand E-3 to 5 inches: coarse sand Bhs- 5 to 7 inches: cobbly loamy coarse sand Bw1 - 7 to 11 inches: cobbly loamy coarse sand Bw2- 11 to 22 inches: gravelly coarse sand BC-22 to 31 inches: gravelly coarse sand C1 -31 to 43 inches: gravelly coarse sand C2-43 to 66 inches: coarse sand Properties and qualities Slope: 15 to 35 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Minor Components Montauk, sandy variant Percent of map unit: 5 percent Landform: Moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope Down-slope shape: Convex, linear Across-slope shape: Convex Ecological site: F149BY009MA- Well Drained Dense Till Uplands Hydric soil rating: No 14 Custom Soil Resource Report Riverhead Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Haven Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Convex Across-slope shape: Linear Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No HaA—Haven loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 9x6v Elevation: 0 to 310 feet Mean annual precipitation: 45 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 225 days Farmland classification: All areas are prime farmland Map Unit Composition Haven and similar soils: 75 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Haven Setting Landform: Outwash plains Landform position (two-dimensional): Summit Landform position (three-dimensional):Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits Typical profile Oa - 0 to 2 inches: highly decomposed plant material H1 -2 to 5 inches: loam 15 Custom Soil Resource Report H2-5 to 19 inches: loam BC- 19 to 28 inches: gravelly loam C-28 to 60 inches: stratified gravelly sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Minor Components Scio Percent of map unit: 5 percent Hydric soil rating: No Montauk Percent of map unit: 5 percent Hydric soil rating: No Unnamed soils, gravelly Percent of map unit: 5 percent Hydric soil rating: No Riverhead Percent of map unit: 5 percent Hydric soil rating: No Bridgehampton Percent of map unit: 5 percent Hydric soil rating: No HaB—Haven loam, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 9x6w Elevation: 0 to 330 feet Mean annual precipitation: 45 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 225 days 16 Custom Soil Resource Report Farmland classification: All areas are prime farmland Map Unit Composition Haven and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Haven Setting Landform: Outwash plains Landform position (two-dimensional): Summit Landform position (three-dimensional):Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits Typical profile Oa - 0 to 2 inches: highly decomposed plant material H1 -2 to 5 inches: loam H2-5 to 19 inches: loam BC- 19 to 28 inches: gravelly loam C-28 to 60 inches: stratified gravelly sand Properties and qualities Slope:2 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Minor Components Riverhead Percent of map unit: 8 percent Hydric soil rating: No Bridgehampton Percent of map unit: 5 percent Hydric soil rating: No Montauk Percent of map unit: 5 percent Hydric soil rating: No 17 Custom Soil Resource Report Haven, thick surface Percent of map unit: 2 percent Hydric soil rating: No Ma—Made land Map Unit Setting National map unit symbol: 9x6z Elevation: 100 to 1,600 feet Mean annual precipitation: 45 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 225 days Farmland classification: Not prime farmland Map Unit Composition Made land: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Made Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydric soil rating: No PIA—Plymouth loamy coarse sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2zgh0 Elevation: 0 to 260 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 52 to 59 degrees F Frost-free period: 190 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Plymouth, loamy coarse sand, and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth, Loamy Coarse Sand Setting Landform: Outwash plains, hills, moraines Landform position (two-dimensional): Summit, shoulder, backslope, footslope 18 Custom Soil Resource Report Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Parent material: Siliceous sandy and gravelly glaciofluvial deposits and/or sandy and gravelly supraglacial meltout till Typical profile Oi- 0 to 1 inches: slightly decomposed plant material Oe- 1 to 2 inches: moderately decomposed plant material A -2 to 3 inches: loamy coarse sand E-3 to 5 inches: coarse sand Bhs- 5 to 7 inches: cobbly loamy coarse sand Bw1 - 7 to 11 inches: cobbly loamy coarse sand Bw2- 11 to 22 inches: gravelly coarse sand BC-22 to 31 inches: gravelly coarse sand C1 -31 to 43 inches: gravelly coarse sand C2-43 to 66 inches: coarse sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: A Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Minor Components Carver Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Riverhead Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Linear, convex Across-slope shape: Linear 19 Custom Soil Resource Report Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Montauk, sandy variant Percent of map unit: 5 percent Landform: Moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope Down-slope shape: Convex, linear Across-slope shape: Convex Ecological site: F149BY009MA- Well Drained Dense Till Uplands Hydric soil rating: No Barnstable Percent of map unit: 5 percent Landform: Moraines on outwash plains Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Ecological site: F149BY011 MA-Well Drained Till Uplands Hydric soil rating: No PIB—Plymouth loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2zggz Elevation: 0 to 290 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 52 to 59 degrees F Frost-free period: 190 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Plymouth, loamy coarse sand, and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth, Loamy Coarse Sand Setting Landform: Outwash plains, hills, moraines Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Parent material: Siliceous sandy and gravelly glaciofluvial deposits and/or sandy and gravelly supraglacial meltout till Typical profile Oi- 0 to 1 inches: slightly decomposed plant material 20 Custom Soil Resource Report Oe- 1 to 2 inches: moderately decomposed plant material A -2 to 3 inches: loamy coarse sand E-3 to 5 inches: coarse sand Bhs- 5 to 7 inches: cobbly loamy coarse sand Bw1 - 7 to 11 inches: cobbly loamy coarse sand Bw2- 11 to 22 inches: gravelly coarse sand BC-22 to 31 inches: gravelly coarse sand C1 -31 to 43 inches: gravelly coarse sand C2-43 to 66 inches: coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding. None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Minor Components Riverhead Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Carver Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Montauk, sandy variant Percent of map unit: 5 percent Landform: Moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope 21 Custom Soil Resource Report Down-slope shape: Convex, linear Across-slope shape: Convex Ecological site: F149BY009MA- Well Drained Dense Till Uplands Hydric soil rating: No Barnstable Percent of map unit: 5 percent Landform: Moraines on outwash plains Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Ecological site: F149BY011 MA-Well Drained Till Uplands Hydric soil rating: No PIC—Plymouth loamy coarse sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2yldy Elevation: 0 to 310 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 52 to 59 degrees F Frost-free period: 190 to 250 days Farmland classification: Not prime farmland Map Unit Composition Plymouth, loamy coarse sand, and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth, Loamy Coarse Sand Setting Landform: Outwash plains, hills, moraines Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Crest, side slope, head slope, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Parent material: Siliceous sandy and gravelly glaciofluvial deposits and/or sandy and gravelly supraglacial meltout till Typical profile Oi- 0 to 1 inches: slightly decomposed plant material Oe- 1 to 2 inches: moderately decomposed plant material A -2 to 3 inches: loamy coarse sand E-3 to 5 inches: coarse sand Bhs- 5 to 7 inches: cobbly loamy coarse sand Bwl - 7 to 11 inches: cobbly loamy coarse sand Bw2- 11 to 22 inches: gravelly coarse sand BC-22 to 31 inches: gravelly coarse sand 22 Custom Soil Resource Report C1 -31 to 43 inches: gravelly coarse sand C2-43 to 66 inches: coarse sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low(about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Minor Components Riverhead Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down-slope shape: Linear, convex Across-slope shape: Linear Hydric soil rating: No Montauk, sandy variant Percent of map unit: 5 percent Landform: Moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope Down-slope shape: Convex, linear Across-slope shape: Convex Ecological site: F149BY009MA- Well Drained Dense Till Uplands Hydric soil rating: No Carver Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: F149BY005MA- Dry Outwash Hydric soil rating: No Barnstable Percent of map unit: 5 percent Landform: Moraines on outwash plains 23 Custom Soil Resource Report Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down-slope shape: Linear, concave, convex Across-slope shape: Linear, concave, convex Hydric soil rating: No RdA—Riverhead sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9x7q Elevation: 0 to 280 feet Mean annual precipitation: 45 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 225 days Farmland classification: All areas are prime farmland Map Unit Composition Riverhead and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Riverhead Setting Landform: Outwash plains, moraines Landform position (two-dimensional): Summit Landform position (three-dimensional):Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits overlying stratified sand and gravel Typical profile H1 -0 to 12 inches: sandy loam H2- 12 to 27 inches: sandy loam H3-27 to 35 inches: gravelly loamy sand H4-35 to 65 inches: stratified coarse sand to gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 i n/h r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s 24 Custom Soil Resource Report Hydrologic Soil Group: A Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Minor Components Plymouth Percent of map unit: 5 percent Hydric soil rating: No Sudbury Percent of map unit: 5 percent Hydric soil rating: No Haven Percent of map unit: 5 percent Hydric soil rating: No Montauk, sandy variant Percent of map unit: 3 percent Hydric soil rating: No Riverhead, silt loam layers Percent of map unit: 2 percent Hydric soil rating: No RdC—Riverhead sandy loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 9x7s Elevation: 0 to 380 feet Mean annual precipitation: 45 to 50 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 150 to 225 days Farmland classification: Farmland of statewide importance Map Unit Composition Riverhead and similar soils: 80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Riverhead Setting Landform: Outwash plains, moraines Landform position (two-dimensional): Shoulder Landform position (three-dimensional):Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits overlying stratified sand and gravel 25 Custom Soil Resource Report Typical profile H1 -0 to 12 inches: sandy loam H2- 12 to 27 inches: sandy loam H3-27 to 35 inches: gravelly loamy sand H4-35 to 65 inches: stratified coarse sand to gravelly sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 i n/h r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F149BY006NY-Well Drained Outwash Hydric soil rating: No Minor Components Haven Percent of map unit: 5 percent Hydric soil rating: No Montauk Percent of map unit: 5 percent Hydric soil rating: No Plymouth Percent of map unit: 5 percent Hydric soil rating: No Riverhead, eroded Percent of map unit: 3 percent Hydric soil rating: No Riverhead, till substratum Percent of map unit: 2 percent Hydric soil rating: No 26 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 27 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nresl42p2_052290.pdf 28 Appendix D — Northeast Regional Climate Center's Extreme Precipitation Tables D Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated from partial duration series.All precipitation amounts are displayed in inches. Metadata for Point Smoothing No State Location Latitude 41.030 degrees North Longitude 72.501 degrees West Elevation 10 feet Date/Time Mon Dee 04 2023 14:19:13 GMT-0500(Eastern Standard Time) Extreme Precipitation Estimates .................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr ]day 2day 4day 7day 10day lyr 0.32 0.50 0.61 0.82 1.00 1.25 lyr 0.86 1.22 1.45 1.88 2.29 2.75 3.06 Tyr 2.44 2.95 3.44 4.11 4.78 Tyr 2yr 0.38 0.59 0.73 0.98 1.21 1.49 2yr 1.05 1.46 1.73 2.23 2.75 3.33 3.66 2yr 2.95 3.52 4.03 4.82 5.40 2yr 5yr 0.46 0.70 0.97 1.20 1.52 1.89 Syr 1.31 1.85 2.16 2.74 3.44 4.17 4.60 5yr 3.69 4.42 5.10 5.99 6.70 Syr 10yr 0.53 0.81 1.00 1.40 1.80 2.26 10yr 1.56 2.21 2.55 3.21 4.06 4.94 5.47 10yr 4.37 5.26 6.10 7.06 7.90 10yr 25yr 0.64 0.97 1.20 1.72 2.26 2.88 25yr 1.95 2.81 3.19 3.97 5.07 6.19 6.88 25yr 5.47 6.62 7.73 8.79 9.80 25yr 50yr 0.73 1.12 1.39 2.00 2.69 3.45 50yr 2.32 3.37 3.78 4.67 6.01 7.33 8.19 50yr 6.49 7.88 9.25 10.38 11.56 50yr 100yr 0.85 1.29 1.62 2.33 3.20 4.14 100yr 2.76 4.05 4.47 5.49 712 8.70 9.75 100yr 7.70 9.38 11.08 12.25 13.62 100yr 200yr 0.99 1.49 1.89 2.73 3.81 4.97 200yr 3.29 4.86 5.29 6.47 8.44 10.33 11.62 200yr 9.14 11.18 13.28 14.48 16.06 200yr 500yr 1.22 1.81 2.33 3.38 4.81 6.34 500yr 4.15 6.20 6.63 8.05 10.59 12.97 14.65 500yr 11.48 14.09 16.90 18.07 19.99 500yr Lower Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr ]day 2day 4day 7day today lyr 0.28 0.43 0.53 0.71 0.87 0.98 lyr 0.75 0.96 1.21 1.60 2.13 2.57 2.56 Tyr 2.27 2.47 2.91 3.35 4.00 lyr 2yr 0.37 0.57 0.70 0.95 1.17 1.43 2yr 1.01 1.40 1.66 2.14 2.63 3.24 3.57 2yr 2.87 3.43 3.89 4.71 5.30 2yr 5yr 0.41 0.63 0.79 1.08 1.37 1.69 Syr 1.18 1.65 2.01 2.50 3.11 3.89 4.33 Syr 3.44 4.16 4.65 5.65 6.36 5yr 10yr 0.44 0.67 0.83 1.17 1.51 1.89 10yr 1.30 1.85 2.13 2.83 3.50 4.45 5.00 10yr 3.94 4.81 5.32 6.50 7.24 10yr 25yr 0.47 0.71 0.89 1.27 1.67 2.18 25yr 1.44 2.13 2.41 3.33 4.12 5.35 6.08 25yr 4.73 5.84 636 7.81 8.53 25yr 50yr 0.48 0.73 0.91 1.31 1.77 2.49 50yr 1.52 2.43 2.64 3.80 4.66 6.14 7.06 50yr 5.43 6.79 7.29 8.99 9.68 50yr 100yr 0.50 0.75 0.94 1.36 1.86 2.65 100yr 1.61 2.59 2.90 4.36 5.26 7.04 8.20 100yr 6.23 7.88 836 10.38 11.00 100yr 200yr 0.50 0.75 0.96 1.39 1.93 2.87 200yr 1.66 2.81 3.14 5.02 5.97 8.08 9.53 200yr 7.15 9.17 9.59 11.98 12.49 200yr 500yr 0.51 0.77 0.98 1.43 2.03 4.19 500yr 1.76 4.10 3.49 6.10 7.09 9.71 11.66 500yr 8.59 11.21 11.52 14.49 14.80 500yr Upper Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr ]day 2day 4day 7day 10day lyr 0.36 0.55 0.68 0.91 1.12 1.40 lyr 0.96 1.37 1.62 2.02 2.51 3.02 3.35 Tyr 2.67 3.23 3.71 4.39 5.06 lyr 2yr 0.42 0.65 0.80 1.08 1.33 1.60 2yr 1.15 1.57 1.86 2.34 2.89 3.44 3.75 2yr 3.04 3.61 4.20 4.95 5.63 2yr 5yr 0.49 0.76 0.94 1.30 1.65 2.12 5yr 1.42 2.08 2.32 3.04 3.77 4.48 4.89 5yr 3.96 4.70 5.62 6.30 7.03 5yr 10yr 0.59 0.90 1.11 1.56 2.01 2.67 10yr 1.74 2.61 2.99 3.71 4.64 5.46 5.95 10yr 4.84 5.72 7.02 7.58 8.42 10yr 25yr 0.74 1.13 1.41 2.01 2.65 3.66 25yr 2.28 3.57 3.99 4.81 6.11 7.11 7.74 25yr 6.30 7.45 9.41 9.70 10.72 25yr 50yr 0.89 1.35 1.68 2.42 3.26 4.09 50yr 2.81 3.99 4.96 5.85 7.51 8.70 9.45 50yr 7.70 9.09 11.77 11.64 12.86 50yr 100yr 1.07 1.62 2.03 2.93 4.02 5.91 100yr 3.47 5.77 6.17 7.10 9.26 10.64 11.53 100yr 9.42 11.08 14.73 14.01 15.43 100yr 200yr 1.29 1.95 2.47 3.57 4.98 7.50 200yr 4.30 7.33 7.71 8.61 11.36 13.04 14.06 200yr 11.54 13.52 18.45 16.86 18.54 200yr 500yr 1.67 2.49 3.21 4.66 6.62 9.07 500yr 5.72 8.86 10.38 11.10 14.97 17.06 18.27 500yr 15.10 17.57 24.80 21.51 23.61 500yr Powered by ACTS Appendix E — Personnel Contact List E TRC SWPPP Construction Contact List Title/RoleName Company Phone Number Appendix F — Standards and Specifications for Erosion and Sediment Controls F /.92i3N3sa S£61 MO),M3N'DnOQHoino'3NVlXOOTM ?o Po 1IIdONVIOIOHHlf105 0 _ "� sa LL Z0 a � s z x F so a p8W O Hn ppo R� N tea y .02 o� & H 0 0 ° w¢ z ° PH- o s5r -zg H. _ - Z G s p ._m pgY� �e. m w 3 � J o ~U L.L Z w a z W s M a C) Q O J Y z .i wQ 0 p oo az< oho. rwo >a r - z tJ w w op H =ap o p°= �o<° woop. wyWGo = z a m s J z� Qza w ° < W ¢a H. G CO Q O X L cn J �U- U = .2 Q 0 _ OLoO o r O ~ LU5\O fU�l 3 R v J ,,x W z _rA 9�zz000°8���`,� F c,. �',5'w � vJ } LL1 Q O a U G� ��" W Cl)LU z a (� J g� 0/ p �g s Q 8a TM,_�WNH� LU ' W Epp w WWW Q i a a m cT. Q d a a- =_oomka?�r:ah ,�ws p3h a�w ��t o�N T3a � i'z oo ap �xpw�� O o mp -Nrc _ z ropz'z Z F _ p9u �4 �mrs'aa Q Q F Qw- 3oVo5JEau� o _ p o _ F 3 3 O Q _ Q - - O W LL - - _ - o�o p3�oxpo LL F Z W W LU X N O Z (/) Z - J - - - _ - - - slaw m j� U W w 0 z W W x H-. o 0 0 0 0 e Q o mo�sooao oN�a. .amw�,w,., SM6 >QIOAAA3N`3nE)OHoino'3NV1XOO9SL9 Ix 1-1- /.9213N3 � iill 39tiRJ lIYJWnS " *° �° of 103POiid iiVIOS lIIjONVI 0l0HH1HOS o _ of LU I o 3 I � I I Z I I � I LU 0 LL LU W y y w / j m a J / \ � S � o p ti 1�Vi u / r lf' f ✓ n r i l r I r�/ r ^� � \ �1G� ,�/ %/l%U � ✓ ram" r � !�.,�' / ��\%r it�Qj"�G��/9(fr��/ �•r .'Prii� / � i./ r//%� i a ai/ /✓l \ %j/ , /Il % f �J moesooao oN�=�. SM6 XJOAAA3N`3nE)OHoino'3NV1XOO9SL9 Ix 1-1- /.9213N3 ,� iill' 39tiRJ lIYJWnS " *° �° of 103POiid iiVIOS lIIjONVI 0l0HH1f10S o _ of LU k LU O W to w r , w / z / o ` 1 r r r - o / u moesooao oN�=�. SM6 XJOAAA3N`3nE)OHoino'3NV-lXOO9SL9 Ix 1-1- /.9213N3 o, o ,;o $of 1O3POiid iiVIOS UL�a 39tiRJ lIWWnS a lIIjONVI 0l0HH1f1OS o of Z W a. LU co 3 _ moesooao oN�=�. SM6 XJOAAA3N`3nE)OHoino'3NV1XOO9SL9 Ix 1-1- /.9213N3 � ipl 39tiRJ lIYJWnS �� a� of 103POiid iiVIOS lIIjONVI 0l0HH1f10S o _ of z Z H LU a O LL LU W 7 co N S S SWa 3 GS m 4 B o 22 0 C a v4m`ow w� B wY F o. am 4 � � w 3� iac I 3 G o ` WRI - Z Y B� G MM. a`� o s; po Mig €s 8z "LL a 8 �. ME- t 4 w ?z ua C 5 4 .o6d —MR �..� LL�,� ww di »mot ' "' r.� 6.-. . ., ...... ...,,..,v. .w. ,�....... ... ..... ...........,.r m, Appendix G — Pre-Development Stormwater Analysis G �A9213N3� SM6 NN0LM3N'3nE)OHoino'3NVlXOD9969 103'OHd HVIOS 390RJ lIYJWnS �`, �`, w S lIIdONVI❑lOHH1f10S oa iu iull m `v I uII @ u I Q ,y ly y w e� l " a 1 x r � r a " a h I� J° q taC" n " ti r w oe r 1 r d rxx y r r. a e/ t f R t �� l 4 PRE-DEVELOPMENT 101 102 1103 104 105 1106 107 1108 109 Subt101 Subt102 Subc8t103 Subt104 Subt105 Subc9t106 Subt107 Subc8t108 Subt109 A A AA DP-5 DP-6 DP-7 DP-s DP-I Existing .sin 1 Existhn .sin 2 Existin!jB sin 3 Existing asin 4 DP-5 DP-6 DP-7 DP-8 DP-9 DP--1 DP--2 DP--3 DP--4 DP-1 DP-2 DP-3 DP-4 Subcat Reach onILinkl Routing Diagram for Southold Solar Pre Development—REV Prepared by TRC Companies, Printed 7/30/2024 HydroCAD®10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Pre-Development 25-yr Storm Southold Solar Pre Development—REV Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 25-yr Type II 24-hr Default 24.00 1 6.19 2 Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 3 Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 101: Subcat 101 Runoff Area=14.361 ac 0.00% Impervious Runoff Depth=2.40" Flow Length=1,302' Tc=12.4 min CN=64 Runoff=47.78 cfs 2.872 of Subcatchment 102: Subcat 102 Runoff Area=4.296 ac 0.00% Impervious Runoff Depth=3.44" Flow Length=452' Tc=10.0 min CN=75 Runoff=22.36 cfs 1.233 of Subcatchment 103: Subcat 103 Runoff Area=10.686 ac 0.00% Impervious Runoff Depth=0.88" Flow Length=1,404' Tc=20.5 min CN=45 Runoff=6.84 cfs 0.782 of Subcatchment 104: Subcat 104 Runoff Area=6.762 ac 18.12% Impervious Runoff Depth=1.31" Tc=0.0 min UI Adjusted CN=51 Runoff=17.40 cfs 0.740 of Subcatchment 105: Subcat 105 Runoff Area=15.280 ac 46.25% Impervious Runoff Depth=3.05" Flow Length=807' Tc=11.9 min CN=71 Runoff=66.45 cfs 3.887 of Subcatchment 106: Subcat 106 Runoff Area=6.661 ac 0.37% Impervious Runoff Depth=2.96" Flow Length=719' Tc=15.5 min CN=70 Runoff=24.83 cfs 1.641 of Subcatchment 107: Subcat 107 Runoff Area=10.557 ac 0.00% Impervious Runoff Depth=2.05" Flow Length=1,164' Tc=14.9 min CN=60 Runoff=26.79 cfs 1.801 of Subcatchment 108: Subcat 108 Runoff Area=1.127 ac 0.00% Impervious Runoff Depth=0.68" Flow Length=242' Tc=10.9 min CN=42 Runoff=0.69 cfs 0.064 of Subcatchment 109: Subcat 109 Runoff Area=3.429 ac 0.00% Impervious Runoff Depth=2.05" Flow Length=416' Tc=11.3 min CN=60 Runoff=9.94 cfs 0.585 of Pond 1: Existing Basin 1 Peak Elev=35.34' Storage=2.776 of Inflow=47.78 cfs 2.872 of Discarded=0.09 cfs 0.629 of Primary=0.00 cfs 0.000 of Outflow=0.09 cfs 0.629 of Pond 2: Existing Basin 2 Peak Elev=45.98' Storage=1.209 of Inflow=22.36 cfs 1.233 of Discarded=0.02 cfs 0.142 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.142 of Pond 3: Existing Basin 3 Peak Elev=13.48' Storage=0.640 of Inflow=6.84 cfs 0.782 of Discarded=0.14 cfs 0.743 of Primary=0.00 cfs 0.000 of Outflow=0.14 cfs 0.743 of Pond 4: Existing Basin 4 Peak Elev=44.26' Storage=31,341 cf Inflow=17.40 cfs 0.740 of Discarded=0.02 cfs 0.139 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.139 of Link DP-1: DP-1 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Link DP-2: DP-2 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Link DP-3: DP-3 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 4 Link DP-4: DP-4 Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Link DP-5: DP-5 Inflow=66.45 cfs 3.887 of Primary=66.45 cfs 3.887 of Link DP-6: DP-6 Inflow=24.83 cfs 1.641 of Primary=24.83 cfs 1.641 of Link DP-7: DP-7 Inflow=26.79 cfs 1.801 of Primary=26.79 cfs 1.801 of Link DP-8: DP-8 Inflow=0.69 cfs 0.064 of Primary=0.69 cfs 0.064 of Link DP-9: DP-9 Inflow=9.94 cfs 0.585 of Primary=9.94 cfs 0.585 of Total Runoff Area= 73.160 ac Runoff Volume = 13.605 of Average Runoff Depth = 2.23" 88.63% Pervious = 64.843 ac 11.37%Impervious = 8.317 ac Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 101: Subcat 101 [47] Hint: Peak is 236% of capacity of segment#4 [47] Hint: Peak is 1107% of capacity of segment#6 [47] Hint: Peak is 385% of capacity of segment#8 [47] Hint: Peak is 385% of capacity of segment#9 Runoff = 47.78 cfs @ 12.05 hrs, Volume= 2.872 af, Depth= 2.40" Routed to Pond 1 : Existing Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.261 39 >75% Grass cover, Good, HSG A 3.760 39 >75% Grass cover, Good, HSG A 0.067 61 >75% Grass cover, Good, HSG B 0.000 61 >75% Grass cover, Good, HSG B 0.056 61 >75% Grass cover, Good, HSG B 7.724 74 >75% Grass cover, Good, HSG C 0.431 74 >75% Grass cover, Good, HSG C 0.015 74 >75% Grass cover, Good, HSG C 0.330 74 >75% Grass cover, Good, HSG C 0.013 74 >75% Grass cover, Good, HSG C 0.018 76 Gravel roads, HSG A 0.047 85 Gravel roads, HSG B 0.346 89 Gravel roads, HSG C 0.457 89 Gravel roads, HSG C 0.004 96 Gravel surface, HSG A 0.013 96 Gravel surface, HSG A 0.003 96 Gravel surface, HSG C 0.008 96 Gravel surface, HSG C 0.014 96 Gravel surface, HSG C 0.297 96 Gravel surface, HSG C 0.035 96 Gravel surface, HSG C 0.007 96 Gravel surface, HSG C 0.454 30 Woods, Good, HSG A 0.000 70 Woods, Good, HSG C 14.361 64 Weighted Average 14.361 100.00% Pervious Area Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 100 0.0576 0.27 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 0.7 92 0.1114 2.34 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 1.2 247 0.0526 3.44 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 0.1 46 0.0220 11.46 20.25 Pipe Channel, CMP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.010 PVC, smooth interior 1.8 249 0.0240 2.32 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 0.3 51 0.0010 2.44 4.32 Pipe Channel, CMP Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.010 PVC, smooth interior 1.8 316 0.0399 3.00 Shallow Concentrated Flow, grass swale Grassed Waterway Kv= 15.0 fps 0.2 89 0.0100 7.03 12.41 Pipe Channel, RCP-Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, straight & clean 0.1 45 0.0100 7.03 12.41 Pipe Channel, RCP-Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, straight & clean 0.0 67 0.2690 36.44 64.39 Pipe Channel, RCP-Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.011 Concrete pipe, straight & clean 12.4 1,302 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 7 Subcatchment 101: Subcat 101 Hydrograph ---------- ------- ---------- -------------------- ---- .......... ......... .............. ------ -----� ®Runoff - 50 47.78 cfs --------- -- ----- ---------- ---------- ------ -------------------------- ---24--hr T�P6 11 45 ................ ............................. ....———-------- 125-Yr Rain a- .1 40 Runoff Are �=14.3 1 c 35 ' ff Vollurne-2- 72 of ............. ............ F 30 Ruhoff Depth 2 h= .43" I ........... -—--- --------------------------- � 111111 ------------ --------- 0 25 FIbw Lefigth=1,3( 2' ------------— --------- ---------- --------- --------------------------- -------------------------------------- 20 Tc 12.4' in I - ------------------- --------------------f ..... ......... I 15 CN= 4 10 .......... -- --------- 5 0 W4 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 102: Subcat 102 Runoff = 22.36 cfs @ 12.01 hrs, Volume= 1.233 af, Depth= 3.44" Routed to Pond 2 : Existing Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.000 61 >75% Grass cover, Good, HSG B 0.036 61 >75% Grass cover, Good, HSG B 4.020 74 >75% Grass cover, Good, HSG C 0.015 74 >75% Grass cover, Good, HSG C 0.001 74 >75% Grass cover, Good, HSG C 0.013 85 Gravel roads, HSG B 0.063 89 Gravel roads, HSG C 0.146 96 Gravel surface, HSG C 0.002 70 Woods, Good, HSG C 4.296 75 Weighted Average 4.296 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 100 0.0477 0.25 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 3.3 352 0.0631 1.76 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 10.0 452 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 9 Subcatchment 102: Subcat 102 Hydrograph 25 24 -- El Runoff 23 22.36 cfs .._._._._... ....... ......... _----- _._._._._._._._._� .............. 22 -� / —h .�-. r T nf�f1=� � 21 -- -- ,/ 19 .......... ____ _ 5 � V. 1 18 j R, n6ff Area=4:2 6 17 ' 15': 16 j nb :Volurt v" 33 of 13 j/ - R-u00- D,epfh *A �2 th--- -- low LenLL 2' 10 9 g 7 6 -75 i ................... �� 5 - V 4" .... 3, 2 -- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 103: Subcat 103 Runoff = 6.84 cfs @ 12.19 hrs, Volume= 0.782 af, Depth= 0.88" Routed to Pond 3 : Existing Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 8.837 39 >75% Grass cover, Good, HSG A 1.015 61 >75% Grass cover, Good, HSG B 0.001 61 >75% Grass cover, Good, HSG B 0.005 74 >75% Grass cover, Good, HSG C 0.096 76 Gravel roads, HSG A 0.014 89 Gravel roads, HSG C 0.053 96 Gravel surface, HSG A 0.102 96 Gravel surface, HSG A 0.010 96 Gravel surface, HSG A 0.085 96 Gravel surface, HSG A 0.220 96 Gravel surface, HSG A 0.024 96 Gravel surface, HSG B 0.036 96 Gravel surface, HSG B 0.027 96 Gravel surface, HSG B 0.030 96 Gravel surface, HSG B 0.000 96 Gravel surface, HSG B 0.067 30 Woods, Good, HSG A 0.065 55 Woods, Good, HSG B 10.686 45 Weighted Average 10.686 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 100 0.0548 0.26 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 14.1 1,304 0.0487 1.54 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 20.5 1,404 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type 11 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 11 Subcatchment 103: Subcat 103 Hydrograph ®Runoff 7„ 6.84 cfs j Type 11 24-h r 6 25-'Yr Rainfall= .1 n ;----]Runoff Area=14.6 6 c 5 Runoff Volume 0. 82 of 3 4 � uno ff D epth- . LL --------- flow Le_hgtl 11 4'. 3 ---------. j Tic=20.5 in 2 5. w w , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 104: Subcat 104 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 17.40 cfs @ 11.90 hrs, Volume= 0.740 af, Depth= 1.31" Routed to Pond 4 : Existing Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Adj Description 3.765 39 >75% Grass cover, Good, HSG A 0.004 39 >75% Grass cover, Good, HSG A 0.000 39 >75% Grass cover, Good, HSG A 0.083 39 >75% Grass cover, Good, HSG A 0.008 39 >75% Grass cover, Good, HSG A 0.071 39 >75% Grass cover, Good, HSG A 0.000 61 >75% Grass cover, Good, HSG B 0.075 61 >75% Grass cover, Good, HSG B 0.044 61 >75% Grass cover, Good, HSG B 0.012 61 >75% Grass cover, Good, HSG B 0.596 61 >75% Grass cover, Good, HSG B 0.646 61 >75% Grass cover, Good, HSG B 0.147 82 Dirt roads, HSG B 0.019 96 Gravel surface, HSG A 0.047 96 Gravel surface, HSG A 0.378 98 Unconnected pavement, HSG A 0.004 98 Unconnected pavement, HSG B 0.005 98 Unconnected pavement, HSG B 0.000 98 Unconnected pavement, HSG B 0.000 98 Unconnected pavement, HSG B 0.189 98 Unconnected pavement, HSG B 0.029 98 Unconnected pavement, HSG B 0.621 98 Unconnected pavement, HSG B 0.020 55 Woods, Good, HSG B 6.762 56 51 Weighted Average, UI Adjusted 5.537 81.88% Pervious Area 1.226 18.12% Impervious Area 1.226 100.00% Unconnected Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 13 Subcatchment 104: Subcat 104 Hydrograph 19' Fa Runoff 18 17.40 cfs I 17 ..+ T-Pe � r ,.. Il -h 16 15 " j 25yr Rainfall 14 RW no:ff Area=6.7 .2 c 13 12 j R nbff,Volume=;, 40 of Runoff Depth "1.3�1.. 10, fU. j ...... CN= 1 . ... 5,„ 4 3, i t , 2 0,.',.', 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 105: Subcat 105 Runoff = 66.45 cfs @ 12.04 hrs, Volume= 3.887 af, Depth= 3.05" Routed to Link DP-5 : DP-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 15 Area (ac) CN Description 0.768 39 >75% Grass cover, Good, HSG A 0.794 39 >75% Grass cover, Good, HSG A 0.033 39 >75% Grass cover, Good, HSG A 0.001 39 >75% Grass cover, Good, HSG A 0.192 39 >75% Grass cover, Good, HSG A 0.157 39 >75% Grass cover, Good, HSG A 0.280 39 >75% Grass cover, Good, HSG A 0.124 39 >75% Grass cover, Good, HSG A 0.087 39 >75% Grass cover, Good, HSG A 0.152 39 >75% Grass cover, Good, HSG A 0.000 39 >75% Grass cover, Good, HSG A 0.357 39 >75% Grass cover, Good, HSG A 0.017 39 >75% Grass cover, Good, HSG A 0.026 39 >75% Grass cover, Good, HSG A 0.000 39 >75% Grass cover, Good, HSG A 0.025 39 >75% Grass cover, Good, HSG A 0.124 39 >75% Grass cover, Good, HSG A 1.264 61 >75% Grass cover, Good, HSG B 1.034 61 >75% Grass cover, Good, HSG B 0.042 61 >75% Grass cover, Good, HSG B 0.000 61 >75% Grass cover, Good, HSG B 0.001 61 >75% Grass cover, Good, HSG B 0.003 61 >75% Grass cover, Good, HSG B 0.073 61 >75% Grass cover, Good, HSG B 0.016 61 >75% Grass cover, Good, HSG B 0.001 61 >75% Grass cover, Good, HSG B 0.040 61 >75% Grass cover, Good, HSG B 0.006 61 >75% Grass cover, Good, HSG B 0.004 74 >75% Grass cover, Good, HSG C 0.000 74 >75% Grass cover, Good, HSG C 0.208 74 >75% Grass cover, Good, HSG C 0.033 76 Gravel roads, HSG A 0.304 76 Gravel roads, HSG A 0.139 89 Gravel roads, HSG C 0.001 89 Gravel roads, HSG C 0.007 96 Gravel surface, HSG A 2.677 98 Unconnected pavement, HSG A 0.001 98 Unconnected pavement, HSG A 0.022 98 Unconnected pavement, HSG A 0.026 98 Unconnected pavement, HSG A 0.039 98 Unconnected pavement, HSG A 0.013 98 Unconnected pavement, HSG A 1.366 98 Unconnected pavement, HSG B 0.025 98 Unconnected pavement, HSG B 0.002 98 Unconnected pavement, HSG B 0.031 98 Unconnected pavement, HSG B 2.531 98 Unconnected pavement, HSG B 0.278 98 Unconnected pavement, HSG B 0.022 98 Unconnected pavement, HSG C 0.013 98 Unconnected pavement, HSG C Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 16 0.000 98 Unconnected pavement, HSG C 0.021 98 Unconnected pavement, HSG C 0.099 30 Woods, Good, HSG A 1.694 30 Woods, Good, HSG A 0.006 55 Woods, Good, HSG B 0.101 70 Woods, Good, HSG C 15.280 71 Weighted Average 8.213 53.75% Pervious Area 7.067 46.25% Impervious Area 7.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 100 0.0641 0.28 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 1.3 150 0.0782 1.96 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 0.2 48 0.0523 4.64 Shallow Concentrated Flow, road Paved Kv= 20.3 fps 0.1 10 0.1270 2.49 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 3.3 440 0.0117 2.20 Shallow Concentrated Flow, road Paved Kv= 20.3 fps 1.0 59 0.0180 0.94 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 11.9 807 Total Subcatchment 105: Subcat 105 Hydrograph --------- ........ ....... .. p 70 66A'cfs Runoff 65 Typo I I24 h r 60 5yyr lea I,nfall J6.1 55 j --- . -u-n-off, Area=1- -2 30 c 50 45 j R nOffVolume=3. .87 af..... ..._ -- w 40 j Runoff Depth= .05" 3 35 j Flow. Len th8 7' 0 LL 30 25 Tc1. in 20 15„ ij i 10.��', .... 50 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 106: Subcat 106 Runoff = 24.83 cfs @ 12.08 hrs, Volume= 1.641 af, Depth= 2.96" Routed to Link DP-6 : DP-6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.133 39 >75% Grass cover, Good, HSG A 0.016 39 >75% Grass cover, Good, HSG A 0.021 61 >75% Grass cover, Good, HSG B 2.023 61 >75% Grass cover, Good, HSG B 0.641 61 >75% Grass cover, Good, HSG B 0.166 61 >75% Grass cover, Good, HSG B 0.136 61 >75% Grass cover, Good, HSG B 0.013 61 >75% Grass cover, Good, HSG B 0.676 74 >75% Grass cover, Good, HSG C 0.012 74 >75% Grass cover, Good, HSG C 0.079 74 >75% Grass cover, Good, HSG C 1.503 82 Dirt roads, HSG B 0.072 85 Gravel roads, HSG B 0.836 85 Gravel roads, HSG B 0.073 89 Gravel roads, HSG C 0.005 98 Unconnected pavement, HSG A 0.019 98 Unconnected pavement, HSG A 0.082 30 Woods, Good, HSG A 0.056 55 Woods, Good, HSG B 0.075 55 Woods, Good, HSG B 0.023 70 Woods, Good, HSG C 6.661 70 Weighted Average 6.637 99.63% Pervious Area 0.025 0.37% Impervious Area 0.025 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0501 0.25 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 0.9 57 0.0214 1.02 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 0.1 11 0.0409 3.26 Shallow Concentrated Flow, dirt road Unpaved Kv= 16.1 fps 0.5 102 0.2040 3.16 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 7.4 449 0.0101 1.00 Shallow Concentrated Flow, dirt field Nearly Bare & Untilled Kv= 10.0 fps 15.5 719 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 18 Subcatchment 106: Subcat 106 Hydrograph ---------- -------------------- ---- ..........I.................. ---------- .. .............. -----I- 0 Runoff - ---------- ----------- 26 24.83 cfs -------------------------------------—- ...24 ............. .... I -� Type 11--22-- -4- r .. -- -- --- 22 2� 5 yr ainfall=6.1 20 Rknoffkrea=6.6 I c 18 41.......... e I ......... . bff Vo urn' F 16 n .......... ---------. ......... Runoff De -9 af 14 ---- --------- ------------------------ --------- ----------------- LL 12 OW-Ldn------th#7 10 T& 5.6 - 9 0 -- --------- ---- --------- --------------- --------- ---------- J11111111j,""""""!-------------------------------- ---------i-------- ------- ry in ---------- ........... ---- 8 CN=70 4................ --------- 6 ...................----------------------------------- 4 ------------ -- ----------T 2 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 107: Subcat 107 Runoff = 26.79 cfs @ 12.08 hrs, Volume= 1.801 af, Depth= 2.05" Routed to Link DP-7 : DP-7 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.378 39 >75% Grass cover, Good, HSG A 0.006 39 >75% Grass cover, Good, HSG A 0.002 39 >75% Grass cover, Good, HSG A 0.000 39 >75% Grass cover, Good, HSG A 0.005 39 >75% Grass cover, Good, HSG A 0.017 39 >75% Grass cover, Good, HSG A 0.001 39 >75% Grass cover, Good, HSG A 0.001 39 >75% Grass cover, Good, HSG A 0.000 39 >75% Grass cover, Good, HSG A 2.508 39 >75% Grass cover, Good, HSG A 0.021 61 >75% Grass cover, Good, HSG B 2.959 61 >75% Grass cover, Good, HSG B 0.542 61 >75% Grass cover, Good, HSG B 0.966 74 >75% Grass cover, Good, HSG C 0.169 74 >75% Grass cover, Good, HSG C 0.011 72 Dirt roads, HSG A 0.016 72 Dirt roads, HSG A 0.338 82 Dirt roads, HSG B 0.411 82 Dirt roads, HSG B 0.024 87 Dirt roads, HSG C 1.302 76 Gravel roads, HSG A 0.000 89 Gravel roads, HSG C 0.044 89 Gravel roads, HSG C 0.069 89 Gravel roads, HSG C 0.220 96 Gravel surface, HSG A 0.058 96 Gravel surface, HSG A 0.038 96 Gravel surface, HSG B 0.224 30 Woods, Good, HSG A 0.120 55 Woods, Good, HSG B 0.027 55 Woods, Good, HSG B 0.012 55 Woods, Good, HSG B 0.064 70 Woods, Good, HSG C 10.557 60 Weighted Average 10.557 100.00% Pervious Area Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 100 0.0394 0.23 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 3.5 289 0.0381 1.37 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 3.1 682 0.0530 3.71 Shallow Concentrated Flow, dirt Unpaved Kv= 16.1 fps 1.0 93 0.0529 1.61 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 14.9 1,164 Total Subcatchment 107: Subcat 107 Hydrograph 30 0 Runoff 28: 26.79 cfs 26„ Type I I 4-h r `,24' ... � y..+.7 . 22 - i j ------ I U-600 Are6n1 Q.557 e 20 18 % Riun, Volurlie 1 01 of ------- ytunoff Depth .0 16 n 0 12. �� - / Flow Le h_ 4, LL Tc=' 4. in. CN= DO 6 ---t 4,� � rI------ 2 / 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 108: Subcat 108 Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.064 af, Depth= 0.68" Routed to Link DP-8 : DP-8 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.000 39 >75% Grass cover, Good, HSG A 0.143 39 >75% Grass cover, Good, HSG A 0.038 61 >75% Grass cover, Good, HSG B 0.273 72 Dirt roads, HSG A 0.674 30 Woods, Good, HSG A 1.127 42 Weighted Average 1.127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 25 0.0404 0.08 Sheet Flow, woods Woods: Light underbrush n= 0.400 P2= 3.38" 2.0 55 0.0329 0.46 Sheet Flow, dirt Fallow n= 0.050 P2= 3.38" 2.5 20 0.0225 0.13 Sheet Flow, grass Grass: Short n= 0.150 P2= 3.38" 1.2 142 0.0744 1.91 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 10.9 242 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 22 Subcatchment 108: Subcat 108 Hydrograph -------- --- -- -------- --- 0.75 ®Runoff 0.69 cfs 0.7 �_-- ---� T. pe l 4 r -.-.-.- r r -.-.- i.-.-.- .. 0.65 0.6 5 j/r Iainfa�ll-' .1 0.55 / Onoff Area=.1.1 7 c 0.5 t. Run ff /o�ume=�0 _64 af .� 0.45 w 4 0.4 % I�urhoff Ceph- 3 --- . a --- --- 0 0.35 / -. U. Lon- th�2 Flow 2' ;. 0.3 10 T6-_ in (. -0.25 i --- 0.2 , CN= 2. 0.1 i 0.05 i! 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 109: Subcat 109 Runoff = 9.94 cfs @ 12.04 hrs, Volume= 0.585 af, Depth= 2.05" Routed to Link DP-9 : DP-9 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.898 39 >75% Grass cover, Good, HSG A 0.899 61 >75% Grass cover, Good, HSG B 0.666 76 Gravel roads, HSG A 0.001 76 Gravel roads, HSG A 0.606 85 Gravel roads, HSG B 0.073 30 Woods, Good, HSG A 0.114 30 Woods, Good, HSG A 0.081 30 Woods, Good, HSG A 0.023 55 Woods, Good, HSG B 0.068 55 Woods, Good, HSG B 3.429 60 Weighted Average 3.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 100 0.0174 0.40 Sheet Flow, dirt Fallow n= 0.050 P2= 3.38" 2.8 176 0.0041 1.03 Shallow Concentrated Flow, dirt Unpaved Kv= 16.1 fps 4.3 140 0.0059 0.54 Shallow Concentrated Flow, grass Short Grass Pasture Kv= 7.0 fps 11.3 416 Total Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 24 Subcatchment 109: Subcat 109 Hydrograph .......... ............... -------------------- ------------------ ----------------------- -------------------- ........ .... - ------..........-- ---------.............. 9.9 cfs ----- ----------- 10 77 1 T� 24 - --------— ------------------------- ------------------------f---------- _pq -hr 9 25 Rai�yr nf 11 i 19 R Onoff Area=3.4 29ac 8 -------------- 7 0 M R n ff Vo u e 0.585 of ------------------- ------- --------- Runoff Depth=2.0 6 .........................------------------------------% ------ --- ---------T-- 0 5 flow L6n th=4 6 U. 9 .......... .... ......................... ...... ------ .... ........ ------------------ % 4 Tc= 1.� in - ---------- ----------f---------- r 0 2 0 0 5 10 1`5 '20 25 '3'0 '3'5' '4'0 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Pond 1: Existing Basin 1 Inflow Area = 14.361 ac, 0.00% Impervious, Inflow Depth = 2.40" for 25-yr event Inflow = 47.78 cfs @ 12.05 hrs, Volume= 2.872 of Outflow = 0.09 cfs @ 11.55 hrs, Volume= 0.629 af, Atten= 100%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.55 hrs, Volume= 0.629 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 35.34' @ 24.30 hrs Surf.Area= 0.434 ac Storage= 2.776 of Plug-Flow detention time= 2,513.0 min calculated for 0.629 of(22% of inflow) Center-of-Mass det. time= 2,370.6 min ( 3,224.0- 853.4 ) Volume Invert Avail.Storage Storage Description #1 26.00' 6.320 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 26.00 0.160 0.000 0.000 42.00 0.630 6.320 6.320 Device Routing Invert Outlet Devices #1 Discarded 26.20' 0.09 cfs Exfiltration when above 26.20' #2 Primary 41.99' 185.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.09 cfs @ 11.55 hrs HW=26.33' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 26 Pond 1: Existing Basin 1 Hydrograph ----- --------- -- ----- .......... ®Inflow 47.78 cfsi i i $,QUtfIOW to to � ®Discarded Area-' ���3��t ®Primary _._ .... +.. j._._._. Y„ 50 P6ak Etev*35..3 , 45 .... Storg�=2.76 f 40 ' 35 42 30',„ ------ ------ -} ------------------4--—.. � I 0 25 -. _... LL 20. 15., 10 0.09 c s 5 0.09 ifs o.o0 ds , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2: Existing Basin 2 Inflow Area = 4.296 ac, 0.00% Impervious, Inflow Depth = 3.44" for 25-yr event Inflow = 22.36 cfs @ 12.01 hrs, Volume= 1.233 of Outflow = 0.02 cfs @ 10.20 hrs, Volume= 0.142 af, Atten= 100%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.20 hrs, Volume= 0.142 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link DP-2 : DP-2 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 45.98' @ 24.27 hrs Surf.Area= 0.284 ac Storage= 1.209 of Plug-Flow detention time= 2,514.4 min calculated for 0.142 of(12% of inflow) Center-of-Mass det. time= 2,353.8 min ( 3,179.4- 825.6 ) Volume Invert Avail.Storage Storage Description #1 40.00' 1.840 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 40.00 0.120 0.000 0.000 48.00 0.340 1.840 1.840 Device Routing Invert Outlet Devices #1 Discarded 40.10' 0.02 cfs Exfiltration when above 40.10' #2 Primary 47.99' 200.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 10.20 hrs HW=40.16' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 28 Pond 2: Existing Basin 2 Hydrograph --- ------- -.-�. 22.3 6 cfs -- �.-.-.-._. - - -.-.- -- -.-.-.-- Inflow OW In low Aroa:�4 296 c p Prmarde d 24 22 e�k Elev*4$.9 ' 20'' st ra`ge�12 9 lif 18 16' -.-------. -.-.-.-, -.-.-..... ..+.... ....... y-.- -.-.-.-.-.-.-. .... -.-H.- 4.-.-.-.-.-.-.-.-.-4.-.-. u 14' ---- +--------, 0 12',' %, LL ...... ....._._.�._ ... .......... _ .,..... ............ 10.,, 8 6 4 o.oz ors � 0,,;; i ,i�i;i� 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Pond 3: Existing Basin 3 Inflow Area = 10.686 ac, 0.00% Impervious, Inflow Depth = 0.88" for 25-yr event Inflow = 6.84 cfs @ 12.19 hrs, Volume= 0.782 of Outflow = 0.14 cfs @ 12.15 hrs, Volume= 0.743 af, Atten= 98%, Lag= 0.0 min Discarded = 0.14 cfs @ 12.15 hrs, Volume= 0.743 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link DP-3 : DP-3 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 13.48' @ 24.31 hrs Surf.Area= 0.475 ac Storage= 0.640 of Plug-Flow detention time= 1,757.1 min calculated for 0.743 of(95% of inflow) Center-of-Mass det. time= 1,731.1 min ( 2,656.3- 925.2 ) Volume Invert Avail.Storage Storage Description #1 12.00' 4.960 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 12.00 0.390 0.000 0.000 20.00 0.850 4.960 4.960 Device Routing Invert Outlet Devices #1 Discarded 12.10' 0.14 cfs Exfiltration when above 12.10' #2 Primary 19.99' 125.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.14 cfs @ 12.15 hrs HW=12.16' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 30 Pond 3: Existing Basin 3 Hydrograph E3 Inflow ....... ..... ............. --- ---- -------------- ----------- IM Discarded Infl6w ro' a 10.6 6 ac El Primary ............... --------j------------- ................. 7 Peak E e =1 .48' 5 orA 0 af 9 6 L�,1141 A 1 8 0 1 V, t e 064 ---------- 5 ------------------I- ....... ------------ ----------------- 4 .2 -------- --------------- ..... ........—----------------j---------- LL 3 ——------------- j----------- 2 0.14 efs 0.14 efs 11 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Pond 4: Existing Basin 4 Inflow Area = 6.762 ac, 18.12% Impervious, Inflow Depth = 1.31" for 25-yr event Inflow = 17.40 cfs @ 11.90 hrs, Volume= 0.740 of Outflow = 0.02 cfs @ 11.75 hrs, Volume= 0.139 af, Atten= 100%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.75 hrs, Volume= 0.139 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Link DP-4 : DP-4 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 44.26' @ 24.06 hrs Surf.Area= 9,721 sf Storage= 31,341 cf Plug-Flow detention time= 2,521.4 min calculated for 0.139 of(19% of inflow) Center-of-Mass det. time= 2,352.1 min ( 3,231.6- 879.5 ) Volume Invert Avail.Storage Storage Description #1 40.00' 76,894 cf Custom Stage Data(Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 40.00 5,227 0 0 5,227 48.00 14,810 76,894 76,894 15,197 Device Routing Invert Outlet Devices #1 Discarded 40.00' 0.02 cfs Exfiltration when above 40.00' #2 Primary 47.99' 250.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 11.75 hrs HW=40.11' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 32 Pond 4: Existing Basin 4 Hydrograph .. t �- — �.. ®Inflow 17 40 cfs -_ _.. a-_ -.-- }-.-.-.-.- i.... .... ... i.... c ... 1.-. DUtflO d Inflow ►rba=6.�l6 D IM®Primar ed v Primary 19 - ----- 18 Peek :Elev*44.2 ' 17'" -- -- 16 - forage=31 y3 1 f 15 ... 14,'` 13,� -- t--------, 12 10 3 ------ ,- -------- ------- - 0 9 ------------------ a 8 ......... f_ t________ 7. 6 ..... ................_ 5 4 31` 0.02 cfs 2'i� 0.02 cfs M 0.,,; i.... 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 33 Summary for Link DP-1: DP-1 Inflow Area = 14.361 ac, 0.00% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-1: DP-1 Hydrograph ®Inflow � i i I i j ®Primary f dw Area=14.3 1 ac LL 0.00 cfs 0.00 cfs i� i; i ;i 7; / r ,i O "' ,',' Elm 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Link DP-2: DP-2 Inflow Area = 4.296 ac, 0.00% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-2: DP-2 Hydrograph � i i ®Inflow p Primary In lotiv Area=4.29 c LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 35 Summary for Link DP-3: DP-3 Inflow Area = 10.686 ac, 0.00% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-3: DP-3 Hydrograph ®Inflow In � i i I i j ®Primary dw Aria=1 d,.6 6 c f LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 36 Summary for Link DP-4: DP-4 Inflow Area = 6.762 ac, 18.12% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-4: DP-4 Hydrograph � i i ®Inflow p Primary In lotiv Area=6.76 c LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 37 Summary for Link DP-5: DP-5 Inflow Area = 15.280 ac, 46.25% Impervious, Inflow Depth = 3.05" for 25-yr event Inflow = 66.45 cfs @ 12.04 hrs, Volume= 3.887 of Primary = 66.45 cfs @ 12.04 hrs, Volume= 3.887 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-5: DP-5 Hydrograph Inflow 66.45 cfs p Primary 70: 66.45 cfs .... .... ...__ _................... In L.o-W Area-7 5. 65 60 --- .. -- 55: , 45 ------ ... -------- --- - ---- N _._. y. _._._._ t +... ..... ..... --------------------- _._._ _._._._ _._._._ ..�.... u 40 0 35 30 25 20 .... 15 10 o i i/,/ /; i /e%/;i!,i�, �fi i //', ,i/r, /„ i c,/,.: ,//;,YiWil 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 38 Summary for Link DP-6: DP-6 Inflow Area = 6.661 ac, 0.37% Impervious, Inflow Depth = 2.96" for 25-yr event Inflow = 24.83 cfs @ 12.08 hrs, Volume= 1.641 of Primary = 24.83 cfs @ 12.08 hrs, Volume= 1.641 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-6: DP-6 Hydrograph .. r ®Inflow 24.83 cfs ®Primary 26 24.83 cfs , ......... ......... ......... In Iohnr Area-6:661 c 24 ' 22 --- .... 20 ____ .. ---_---_ ___ i 16 u 3 14 0 a 12,' 8 , 6 , 4 2 � �. r 6 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 39 Summary for Link DP-7: DP-7 Inflow Area = 10.557 ac, 0.00% Impervious, Inflow Depth = 2.05" for 25-yr event Inflow = 26.79 cfs @ 12.08 hrs, Volume= 1.801 of Primary = 26.79 cfs @ 12.08 hrs, Volume= 1.801 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-7: DP-7 Hydrograph ------------- Inflow 26.79 cfs ®Primary Area=28 26.79 cfs I n Lo rw 1015 7 c 26 24 ------------ ---------- ........ ---- ------_, h----- 18, 16 _0 14 -- LL - --------. 12 / 10 8 6 4. 2, 0, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 40 Summary for Link DP-8: DP-8 Inflow Area = 1.127 ac, 0.00% Impervious, Inflow Depth = 0.68" for 25-yr event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.064 of Primary = 0.69 cfs @ 12.07 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-8: DP-8 Hydrograph � ®Inflow 0.6sors 0.75 +---- 0 Primary 0.69 cfs I flaw Area=1.,127 ac 0.7 0.65 0.6 --- 0.55 0.5 y 0.45 0.4 3 ,---- 0.35 LL ... ...-.-.-.- H . Y...... ... , 0.3 0.25 �... (-- .................... 0.2 .. . 0.15 0.1 a 0.05 0'' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Pre-Development 25-yr Storm Southold Solar Pre Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 41 Summary for Link DP-9: DP-9 Inflow Area = 3.429 ac, 0.00% Impervious, Inflow Depth = 2.05" for 25-yr event Inflow = 9.94 cfs @ 12.04 hrs, Volume= 0.585 of Primary = 9.94 cfs @ 12.04 hrs, Volume= 0.585 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-9: DP-9 Hydrograph Inflow 11 ---------- 9.94 cfs 0 Primary 9.94 cfs 10 —Inflow Ara3..,42 c 8 --- --- 7 ----- --- -- N 3 5 ... ---- ------ .............. .... 2. 0 r r , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Appendix H — Post-Development Stormwater Analysis H �A9213N3� S£666 MO),M3N'31`JOHoino'3NVl XOO9969 390rd INWnS "� 103POHd HVlOS o 1113ONVl OlOHH1f10S z _ oa G - °z 22 .r _ I I' I IA N LL I o ,y B � r w v w t � F �v 1 Mm� / A F w m 21 / ° r �i POST-DEVELOPMENT 201 202 2103 204 205 2106 207 2108 209 Subt201 Subt202 Subc8t203 Subt204 Subt205 S,bc9t206 Subt207 Subc8t208 Subt209 A A AA DP-5 DP-6 DP-7 DP-s DP-I Existing .sin 1 Existhn .sin 2 Existin!jB sin 3 Existing asin 4 DP-5 DP-6 DP-7 DP-8 DP-9 DP--1 DP--2 DP--3 DP--4 DP-1 DP-2 DP-3 DP-4 Subcat Reach onILinkl Routing Diagram for Southold Solar Post Development_REV Prepared by TRC Companies, Printed 7/30/2024 HydroCAD®10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Post-Development 25-yr Storm Southold Solar Post Development—REV Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 25-yr Type II 24-hr Default 24.00 1 6.19 2 Post-Development 25-yr Storm Southold Solar Post Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 3 Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: Subcat 201 Runoff Area=14.361 ac 4.60% Impervious Runoff Depth=2.49" Tc=12.4 min UI Adjusted CN=65 Runoff=49.73 cfs 129,828 cf Subcatchment 202: Subcat 202 Runoff Area=4.296 ac 5.50% Impervious Runoff Depth=3.54" Tc=10.0 min CN=76 Runoff=22.97 cfs 55,281 cf Subcatchment 203: Subcat 203 Runoff Area=10.686 ac 1.89% Impervious Runoff Depth=0.88" Tc=20.5 min UI Adjusted CN=45 Runoff=6.84 cfs 34,082 cf Subcatchment 204: Subcat 204 Runoff Area=294,574 sf 19.58% Impervious Runoff Depth=1.39" Tc=0.0 min UI Adjusted CN=52 Runoff=18.62 cfs 34,122 cf Subcatchment 205: Subcat 205 Runoff Area=15.280 ac 46.33% Impervious Runoff Depth=3.05" Tc=11.9 min CN=71 Runoff=66.45 cfs 169,314 cf Subcatchment 206: Subcat 206 Runoff Area=6.661 ac 0.97% Impervious Runoff Depth=2.96" Tc=15.5 min CN=70 Runoff=24.83 cfs 71,494 cf Subcatchment 207: Subcat 207 Runoff Area=10.557 ac 0.38% Impervious Runoff Depth=2.05" Tc=14.9 min CN=60 Runoff=26.79 cfs 78,440 cf Subcatchment 208: Subcat 208 Runoff Area=1.127 ac 0.00% Impervious Runoff Depth=0.68" Tc=10.9 min CN=42 Runoff=0.69 cfs 2,789 cf Subcatchment 209: Subcat 209 Runoff Area=3.429 ac 0.00% Impervious Runoff Depth=2.05" Tc=11.3 min CN=60 Runoff=9.94 cfs 25,476 cf Pond 1: Existing Basin 1 Peak EIev=35.59' Storage=2.883 of Inflow=49.73 cfs 129,828 cf Discarded=0.09 cfs 27,438 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 27,438 cf Pond 2: Existing Basin 2 Peak EIev=46.10' Storage=1.245 of Inflow=22.97 cfs 55,281 cf Discarded=0.02 cfs 6,212 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 6,212 cf Pond 3: Existing Basin 3 Peak EIev=13.48' Storage=0.640 of Inflow=6.84 cfs 34,082 cf Discarded=0.14 cfs 32,371 cf Primary=0.00 cfs 0 cf Outflow=0.14 cfs 32,371 cf Pond 4: Existing Basin 4 Peak EIev=44.45' Storage=33,230 cf Inflow=18.62 cfs 34,122 cf Discarded=0.02 cfs 6,073 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 6,073 cf Link DP-1: DP-1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-2: DP-2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-3: DP-3 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 4 Link DP-4: DP-4 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-5: DP-5 Inflow=66.45 cfs 169,314 cf Primary=66.45 cfs 169,314 cf Link DP-6: DP-6 Inflow=24.83 cfs 71,494 cf Primary=24.83 cfs 71,494 cf Link DP-7: DP-7 Inflow=26.79 cfs 78,440 cf Primary=26.79 cfs 78,440 cf Link DP-8: DP-8 Inflow=0.69 cfs 2,789 cf Primary=0.69 cfs 2,789 cf Link DP-9: DP-9 Inflow=9.94 cfs 25,476 cf Primary=9.94 cfs 25,476 cf Total Runoff Area = 3,186,845 sf Runoff Volume = 600,826 cf Average Runoff Depth = 2.26" 86.87% Pervious =2,768,330 sf 13.13% Impervious =418,515 sf Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 201: Subcat 201 Runoff = 49.73 cfs @ 12.05 hrs, Volume= 129,828 cf, Depth= 2.49" Routed to Pond 1 : Existing Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Adj Description 3.941 39 >75% Grass cover, Good, HSG A 0.123 61 >75% Grass cover, Good, HSG B 7.740 74 >75% Grass cover, Good, HSG C 0.083 76 Gravel roads, HSG A 0.047 85 Gravel roads, HSG B 0.913 89 Gravel roads, HSG C 0.025 96 Gravel surface, HSG A 0.374 96 Gravel surface, HSG C 0.006 98 Unconnected pavement, HSG A 0.655 98 Unconnected pavement, HSG C 0.454 30 Woods, Good, HSG A 0.000 70 Woods, Good, HSG C 14.361 66 65 Weighted Average, UI Adjusted 13.700 95.40% Pervious Area 0.661 4.60% Impervious Area 0.661 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, DIRECT(no change from PRE) Post-Development 25-yr Storm Southold Solar Post Development-REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 6 Subcatchment 201: Subcat 201 Hydrograph I ----T ------------------------ ......................... -------------------- 55 -------------------- ...... ....................---------- .............. ..........49.73 cfs -------------------- ---------------------------- 50 Type II124--hr .......... ---------- 25-yr� Ra: infall 6.19" 45 b- ---------- 40 F uno: ff Area=141. 61 ac 35 % R n offVol OM..e-=---------1-2 9 , 28 ct Ru n 0 D Runoff e0th42 Ag" -------------------- ------ 30 ---------- 2 4 in--- -0 2 U. 5 4 --------- ............-—--- --------- --------VI-Ad JO-StOd ON=65 20 ---------- - ---------4 ----------------------------- ------------------------------- 15 ----------- .................... 10 I A-- 0 0 5 10 15 '20 25 '3'0 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 202: Subcat 202 Runoff = 22.97 cfs @ 12.01 hrs, Volume= 55,281 cf, Depth= 3.54" Routed to Pond 2 : Existing Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.037 61 >75% Grass cover, Good, HSG B 3.800 74 >75% Grass cover, Good, HSG C 0.013 85 Gravel roads, HSG B 0.063 89 Gravel roads, HSG C 0.146 96 Gravel surface, HSG C 0.236 98 Unconnected pavement, HSG C 0.002 70 Woods, Good, HSG C 4.296 76 Weighted Average 4.060 94.50% Pervious Area 0.236 5.50% Impervious Area 0.236 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, DIRECT(no change from PRE) Subcatchment 202: Subcat 202 Hydrograph - --- --- 25 .., ®Runoff 24 ----.-.-.-.-._y..-. 22.97 cfs i----------- _+.-.-.-.- ..................+ + ....... ........+ -.-.-.-.-.- 1-.-.-.-.-.-.-.-.- -.- }-.-.-.-.-.-.-.-.-. -.-.-.-. } ............ 23 j - �'yp: 11;24 22 ' 21 j -yr Rainf11 6.1 20 " 19 18 j ; --- + Runoff ArOa=4 2 : C no#f Volume= 5, �81 cf 14 RU: noff Depth 3.5 — 13 LL12 TC=10. In 11 ' 10 C N=76 6 4 %� .. --, 3', ,--------- 2 -------------- 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 203: Subcat 203 Runoff = 6.84 cfs @ 12.19 hrs, Volume= 34,082 cf, Depth= 0.88" Routed to Pond 3 : Existing Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Adj Description 8.635 39 >75% Grass cover, Good, HSG A 1.016 61 >75% Grass cover, Good, HSG B 0.005 74 >75% Grass cover, Good, HSG C 0.096 76 Gravel roads, HSG A 0.014 89 Gravel roads, HSG C 0.470 96 Gravel surface, HSG A 0.117 96 Gravel surface, HSG B 0.202 98 Unconnected pavement, HSG A 0.067 30 Woods, Good, HSG A 0.065 55 Woods, Good, HSG B 10.686 46 45 Weighted Average, UI Adjusted 10.484 98.11% Pervious Area 0.202 1.89% Impervious Area 0.202 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 Direct Entry, DIRECT(no change from PRE) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 9 Subcatchment 203: Subcat 203 Hydrograph p Runoff 7„ 6.84 cfs Type II 24 hr ' j 25-yr Rainfall '6.1 j 0.6 6 c n.o Area=1 5 R ngff Volume= 4, 82 cf 0611 - ;_-Runoff Dopfh:0O 88 4 LLo -------- ---- c 20.�5 n- - 3: UI Adjusted CN= 5 i . ---------------- 2 w w , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 204: Subcat 204 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 18.62 cfs @ 11.90 hrs, Volume= 34,122 cf, Depth= 1.39" Routed to Pond 4 : Existing Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (sf) CN Adj Description 166,971 39 >75% Grass cover, Good, HSG A 59,782 61 >75% Grass cover, Good, HSG B 6,403 82 Dirt roads, HSG B 2,850 96 Gravel surface, HSG A 20,752 98 Unconnected pavement, HSG A 36,927 98 Unconnected pavement, HSG B 889 55 Woods, Good, HSG B 294,574 57 52 Weighted Average, UI Adjusted 236,895 80.42% Pervious Area 57,679 19.58% Impervious Area 57,679 100.00% Unconnected Subcatchment 204: Subcat 204 Hydrograph -------------- ---------- 20�I ®Runoff 18.62 cfs -- W -- .. W 19 15' 5- p.�18 �Y 17 yr Rainf111�1 ti264.1 I16 .. Rujnof Aea4,r r--,-. 74 f ;3 j ncff Volme= 4,'�22 cf ,. rn 12 , 11 , j Runoff [depth .39.. 4 LL 19 Tc�O. in j U+i Adiusted N= 2 . 7 � � r 5 .... -- 4 ....... ,----- -----+ ---. 3 ----� ----- --- 2 i% ---------+ -_+---. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 205: Subcat 205 Runoff = 66.45 cfs @ 12.04 hrs, Volume= 169,314 cf, Depth= 3.05" Routed to Link DP-5 : DP-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 3.125 39 >75% Grass cover, Good, HSG A 2.480 61 >75% Grass cover, Good, HSG B 0.212 74 >75% Grass cover, Good, HSG C 0.337 76 Gravel roads, HSG A 0.139 89 Gravel roads, HSG C 0.007 96 Gravel surface, HSG A 2.791 98 Unconnected pavement, HSG A 4.232 98 Unconnected pavement, HSG B 0.056 98 Unconnected pavement, HSG C 1.792 30 Woods, Good, HSG A 0.006 55 Woods, Good, HSG B 0.101 70 Woods, Good, HSG C 15.280 71 Weighted Average 8.200 53.67% Pervious Area 7.079 46.33% Impervious Area 7.079 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, DIRECT(no change from PRE) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 12 Subcatchment 205: Subcat 205 Hydrograph ------ 0 R 70';; 66.45 cfs .. hr65 Ype II 24 60 25-y�r.._Rain fall .6.19ww 55 F unoff Area=15. 80 a 50 R nbff-Vol : rn,169- 14 cf 45',', --- Run6 � . 556 u 40 elith� 0 35 i �Tc=11 '9 in 30 N-71 25 .. i 20 .... r 5 10 ------------ 0' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 206: Subcat 206 Runoff = 24.83 cfs @ 12.08 hrs, Volume= 71,494 cf, Depth= 2.96" Routed to Link DP-6 : DP-6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.149 39 >75% Grass cover, Good, HSG A 3.000 61 >75% Grass cover, Good, HSG B 0.728 74 >75% Grass cover, Good, HSG C 1.503 82 Dirt roads, HSG B 0.908 85 Gravel roads, HSG B 0.073 89 Gravel roads, HSG C 0.025 98 Unconnected pavement, HSG A 0.040 98 Unconnected pavement, HSG C 0.082 30 Woods, Good, HSG A 0.132 55 Woods, Good, HSG B 0.023 70 Woods, Good, HSG C 6.661 70 Weighted Average 6.597 99.03% Pervious Area 0.064 0.97% Impervious Area 0.064 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 Direct Entry, DIRECT(no change from PRE) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 14 Subcatchment 206: Subcat 206 Hydrograph ---------- -------------------- ---- ..........I.................. ---------- .. .............. -----I- 0 Runoff - ---------- ----------- 26 24.83 cfs ---------- --------- ----------------—- ................... ... r 11'2 T 24 ype 4 -------- ---------- 25-YrRainfiM '6b.19 22 ................................................--------------- ... 20 Runoff!Area="6.661 ac 18 % ...---R n-off Volume: =71- 94 cf 16 % --------- Runoffhz�2 Dept � .96 -------14 --------- ---------- ------- ------- tc=1-5.$ rnin--- LL .............. ....... ---------- 0 12 -- --------- --------- ----------------------------------------------------- ...... ----------------C-N�70 . . ........------ 10 - --------- ---------- ...... 8 ........... r -------------------- 6 ...................----------------------------------- ............... 4 - --------- .............. ---------- 2 MV11 IWO&, MO*///R OL , "Ill' ''A"' 11 11 11 11' 111111112� .... 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 207: Subcat 207 Runoff = 26.79 cfs @ 12.08 hrs, Volume= 78,440 cf, Depth= 2.05" Routed to Link DP-7 : DP-7 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 2.919 39 >75% Grass cover, Good, HSG A 3.522 61 >75% Grass cover, Good, HSG B 1.096 74 >75% Grass cover, Good, HSG C 0.028 72 Dirt roads, HSG A 0.749 82 Dirt roads, HSG B 0.024 87 Dirt roads, HSG C 1.302 76 Gravel roads, HSG A 0.113 89 Gravel roads, HSG C 0.277 96 Gravel surface, HSG A 0.038 96 Gravel surface, HSG B 0.040 98 Unconnected pavement, HSG C 0.224 30 Woods, Good, HSG A 0.159 55 Woods, Good, HSG B 0.064 70 Woods, Good, HSG C 10.557 60 Weighted Average 10.517 99.62% Pervious Area 0.040 0.38% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 Direct Entry, DIRECT(no change from PRE) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 16 Subcatchment 207: Subcat 207 Hydrograph 30', ------- - .. --------_+ ------ --- 0 Runoff 28 26.79 cfs 26 Type e1-1 24 nr 24 ainf�1�- R - _ -- 22 cRonoff Area=10.5 7 20 0f� cnbf Vo1um6=T8 4 �- 18, Runoff [ epW42.05" u 16 --- 3 14 c=14.9 In 0 w u 12 _ --------------- -------------------------- ---- 4/.N:50 _ 10 8 " 4 . r 2 0: 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 208: Subcat 208 Runoff = 0.69 cfs @ 12.07 hrs, Volume= 2,789 cf, Depth= 0.68" Routed to Link DP-8 : DP-8 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.143 39 >75% Grass cover, Good, HSG A 0.038 61 >75% Grass cover, Good, HSG B 0.273 72 Dirt roads, HSG A 0.674 30 Woods, Good, HSG A 1.127 42 Weighted Average 1.127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 Direct Entry, DIRECT(no change from PRE) Subcatchment 208: Subcat 208 Hydrograph _--------, 0.75 0 Runoff --------y --h--- }--- }----- --------r 0.69 cfs 0.7 - , TVA - 0.65 ---- �� 0.6 5- r Rainfall= j � 0.55 j Rd Hoff Ares=..' ...17 C.,.. 0.5 R nc�ff Vol'Urrie=2,T89 cf 0.45 0.4 ' runoff Npth= .6 i—o° 0.35 ///// Tc-.l m I n 0.3 ' ............... - 0.25 0.2 -------. . 0.15:„ 0.1 ---- i 0.05 i� 0..,, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 209: Subcat 209 Runoff = 9.94 cfs @ 12.04 hrs, Volume= 25,476 cf, Depth= 2.05" Routed to Link DP-9 : DP-9 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.19" Area (ac) CN Description 0.898 39 >75% Grass cover, Good, HSG A 0.899 61 >75% Grass cover, Good, HSG B 0.667 76 Gravel roads, HSG A 0.606 85 Gravel roads, HSG B 0.268 30 Woods, Good, HSG A 0.091 55 Woods, Good, HSG B 3.429 60 Weighted Average 3.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, DIRECT(no change from PRE) Subcatchment 209: Subcat 209 Hydrograph ... . 9.94 cfs 10 .. ....... .. ___._._ _._._._._.___ _._ ... .._._.____ T 1124-h Yp 9 2�- r RaJnWl=6.19'r Flu =Hoff Ara 3 429 c 7 % R nc$ff Volume=25,476 cf ' u 6 Runoff Depth 2.05' 0 5 tc=11. Min LL N- 0 4 . 3 / 0... 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Pond 1: Existing Basin 1 Inflow Area = 625,576 sf, 4.60% Impervious, Inflow Depth = 2.49" for 25-yr event Inflow = 49.73 cfs @ 12.05 hrs, Volume= 129,828 cf Outflow = 0.09 cfs @ 11.45 hrs, Volume= 27,438 cf, Atten= 100%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.45 hrs, Volume= 27,438 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 35.59' @ 24.30 hrs Surf.Area= 0.442 ac Storage= 2.883 of Plug-Flow detention time= 2,510.4 min calculated for 27,424 cf(21% of inflow) Center-of-Mass det. time= 2,369.9 min ( 3,220.9- 851.1 ) Volume Invert Avail.Storage Storage Description #1 26.00' 6.320 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 26.00 0.160 0.000 0.000 42.00 0.630 6.320 6.320 Device Routing Invert Outlet Devices #1 Discarded 26.20' 0.09 cfs Exfiltration when above 26.20' #2 Primary 41.99' 185.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.09 cfs @ 11.45 hrs HW=26.32' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 20 Pond 1: Existing Basin 1 Hydrograph Inflow T._ t------------------ + _._._ _._r._ t--------- '-------- Outflow w +,,, C c Discarded lnlFlo �V e.a �Z3JA_�if p Primary 55 Peak Ele 50v=3a. 9' 45 Storage=2.8$.3 af 40 .... 3 .. 5 N 30 .. 3 LL 20^' 15 „ 10 0.os 5.::'. 0.09 cfs 0,,;; i ,i�i;i 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 21 Summary for Pond 2: Existing Basin 2 Inflow Area = 187,148 sf, 5.50% Impervious, Inflow Depth = 3.54" for 25-yr event Inflow = 22.97 cfs @ 12.01 hrs, Volume= 55,281 cf Outflow = 0.02 cfs @ 10.00 hrs, Volume= 6,212 cf, Atten= 100%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.00 hrs, Volume= 6,212 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : DP-2 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 46.10' @ 24.27 hrs Surf.Area= 0.288 ac Storage= 1.245 of Plug-Flow detention time= 2,514.6 min calculated for 6,212 cf(11% of inflow) Center-of-Mass det. time= 2,349.9 min ( 3,173.2 - 823.3 ) Volume Invert Avail.Storage Storage Description #1 40.00' 1.840 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 40.00 0.120 0.000 0.000 48.00 0.340 1.840 1.840 Device Routing Invert Outlet Devices #1 Discarded 40.10' 0.02 cfs Exfiltration when above 40.10' #2 Primary 47.99' 200.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 10.00 hrs HW=40.16' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 22 Pond 2: Existing Basin 2 Hydrograph +________h ___ — ... ... ®Inflow 22.97 cfs i ! „°, Outflow ..�.... .... ( t ... _ ________ ___ __ _ _ 1n lOW Area=l,8 ,148 sf .i.. ®Discarded p Primary 24 PeJ1111111111111ak EIeV=416.10' ..... 22 Storage=1.2 5 af 20 18 � 16 u 14 i 0 12 10 l' 8 � i 6' 4.` 0.02 its 2, 0.02 cfs 0.00 0,,;; i ,i�i;i 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 23 Summary for Pond 3: Existing Basin 3 Inflow Area = 465,503 sf, 1.89% Impervious, Inflow Depth = 0.88" for 25-yr event Inflow = 6.84 cfs @ 12.19 hrs, Volume= 34,082 cf Outflow = 0.14 cfs @ 12.15 hrs, Volume= 32,371 cf, Atten= 98%, Lag= 0.0 min Discarded = 0.14 cfs @ 12.15 hrs, Volume= 32,371 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-3 : DP-3 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 13.48' @ 24.31 hrs Surf.Area= 0.475 ac Storage= 0.640 of Plug-Flow detention time= 1,757.1 min calculated for 32,371 cf(95% of inflow) Center-of-Mass det. time= 1,731.1 min ( 2,656.3- 925.2 ) Volume Invert Avail.Storage Storage Description #1 12.00' 4.960 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 12.00 0.390 0.000 0.000 20.00 0.850 4.960 4.960 Device Routing Invert Outlet Devices #1 Discarded 12.10' 0.14 cfs Exfiltration when above 12.10' #2 Primary 19.99' 125.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.14 cfs @ 12.15 hrs HW=12.16' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD@ 10.20-5a s/n 01402 @ 2023 HydroCAD Software Solutions LLC Page 24 Pond 3: Existing Basin 3 Hydrograph E3 Inflow ------------ --------- ----------- ....... ..... ......... ---- -------------- ---------------- Outflow IM Discard,d Inflow Are6=466,503 8� f El Primary j------------- .. .......................... 7 Peak E:IeV,,,=13.48' ------ Storage4p.-6`0 af 6 5 ................. -------------------------------- ----------------- 4 .2 -------- ---------------- --------------- —---------------- LL 3 ------------------ -----j,---------- 2 0.14 efs 0.14 efs 0.00 cts ---0 R WKM?/1Wq=8M/l��vel,?IK�IIV?l�Folv?v;?KIIOIKZZ,�rzIl� 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development-REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4: Existing Basin 4 Inflow Area = 294,574 sf, 19.58% Impervious, Inflow Depth = 1.39" for 25-yr event Inflow = 18.62 cfs @ 11.90 hrs, Volume= 34,122 cf Outflow = 0.02 cfs @ 11.75 hrs, Volume= 6,073 cf, Atten= 100%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.75 hrs, Volume= 6,073 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-4 : DP-4 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 44.45' @ 24.06 hrs Surf.Area= 9,956 sf Storage= 33,230 cf Plug-Flow detention time= 2,520.1 min calculated for 6,070 cf(18% of inflow) Center-of-Mass det. time= 2,355.0 min ( 3,230.9- 875.9 ) Volume Invert Avail.Storage Storage Description #1 40.00' 76,894 cf Custom Stage Data(Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 40.00 5,227 0 0 5,227 48.00 14,810 76,894 76,894 15,197 Device Routing Invert Outlet Devices #1 Discarded 40.00' 0.02 cfs Exfiltration when above 40.00' #2 Primary 47.99' 250.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 11.75 hrs HW=40.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 26 Pond 4: Existing Basin 4 Hydrograph ..., _ E3Inflow C j In1loYYre = �7 �J4: f Outflow IM Discarded ElPrimary 20 ... �. �:: ± Peak E'1eV,=4;4. 5' 19'' 17Strage=3 ►,20 f 15" r 14,. ,' 13',' -- 12, -------- ---- ... 11 ----- 0 9 � I I 8 --_--------�______IN 7 g t 5' 4 3 0.02 If, 2': 0.02 ifs 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 27 Summary for Link DP-1: DP-1 Inflow Area = 625,576 sf, 4.60% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-1: DP-1 Hydrograph � ®Inflow p Primary Inflow Area=626,5 6 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Link DP-2: DP-2 Inflow Area = 187,148 sf, 5.50% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-2: DP-2 Hydrograph � ®Inflow p Primary Inflow Area=187,1 8 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Link DP-3: DP-3 Inflow Area = 465,503 sf, 1.89% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-3: DP-3 Hydrograph � i ®Inflow p Primary Ini flow Area=466,5 3 sif LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 30 Summary for Link DP-4: DP-4 Inflow Area = 294,574 sf, 19.58% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-4: DP-4 Hydrograph � ®Inflow p Primary Inflow Area=294,5 4 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type/1 24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Link DP-5: DP-5 Inflow Area = 665,587 sf, 46.33% Impervious, Inflow Depth = 3.05" for 25-yr event Inflow = 66.45 cfs @ 12.04 hrs, Volume= 169,314 cf Primary = 66.45 cfs @ 12.04 hrs, Volume= 169,314 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-5: DP-5 Hydrograph Inflow 66.45 cfs p Primary 70: ..__ _ .... , In LoW Area=66,5; 7 f 65 ' 60 . --- -- 55 50 .. 45' . N _._. y. _._._._ t +... .. +.... ___._ _._.___ ------------------- -------- u 40 0 35 , 30 25 ............... 20 15 10 0,': 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 32 Summary for Link DP-6: DP-6 Inflow Area = 290,161 sf, 0.97% Impervious, Inflow Depth = 2.96" for 25-yr event Inflow = 24.83 cfs @ 12.08 hrs, Volume= 71,494 cf Primary = 24.83 cfs @ 12.08 hrs, Volume= 71,494 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-6: DP-6 Hydrograph .. r ®Inflow ®Primary 24.83 cfs �w, pp 26 24.83 cfs n to Are � .... 24 ' 22;,' ; 20 ---- 18 ---- ---- 16, --- - -- .. ---- ----+ --- - --- -.. u 3 14 --- ----_ 0 --- ------ a 12,' 8 , 6 , 4 2 � �. r 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 33 Summary for Link DP-7: DP-7 Inflow Area = 459,857 sf, 0.38% Impervious, Inflow Depth = 2.05" for 25-yr event Inflow = 26.79 cfs @ 12.08 hrs, Volume= 78,440 cf Primary = 26.79 cfs @ 12.08 hrs, Volume= 78,440 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-7: DP-7 Hydrograph Inflow 26.79 cfs ®Primary 28 26.79 cfs In lorll/ Area=450,8 7 f 26 24 20 -----, ......�- ----- ----- ---------- ------------ -- ------- ------_--------- ----- 18, w -- --- - 16 _o 14 -- t-- LL - --------. 12 / .. 10 8 6 4. i 2, ' ';ii 0, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Link DP-8: DP-8 Inflow Area = 49,086 sf, 0.00% Impervious, Inflow Depth = 0.68" for 25-yr event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 2,789 cf Primary = 0.69 cfs @ 12.07 hrs, Volume= 2,789 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-8: DP-8 Hydrograph � ®Inflow ' 0.6sors 0.75 +---- 0 Primary 0.69 cfs I n lav Area=49,0 6 f 0.7 0.65 ------------ 0.6 0.55 0.5 y 0.45 .. . 0.4 3 --- 0.35 LL ... ... 0.3 0.25 �... (-- .. ....... 0.2 .. ........-1-. 0.15 0.1 a 0.05 0: // 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 25-yr Storm Southold Solar Post Development—REV Type //24-hr 25-yr Rainfall=6.19" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 35 Summary for Link DP-9: DP-9 Inflow Area = 149,354 sf, 0.00% Impervious, Inflow Depth = 2.05" for 25-yr event Inflow = 9.94 cfs @ 12.04 hrs, Volume= 25,476 cf Primary = 9.94 cfs @ 12.04 hrs, Volume= 25,476 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-9: DP-9 Hydrograph Inflow 11 ----------- 9.94 cfs 0 Primary 9.94 cfs 10 / In Io�nr_Are_a=�14J,3 4 f g. ... ...... 8 -- 7 ---- .... ----- N 3 5 ... ------ 3 .... 2. 0 r r , 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) POST-DEVELOPMENT 201 202 2103 204 205 2106 207 2108 209 Subt201 Subt202 Subc8t203 Subt204 Subt205 S,bc9t206 Subt207 Subc8t208 Subt209 A A AA DP-5 DP-6 DP-7 DP-s DP-I Existing .sin 1 Existhn .sin 2 Existin!jB sin 3 Existing asin 4 DP-5 DP-6 DP-7 DP-8 DP-9 DP--1 DP--2 DP--3 DP--4 DP-1 DP-2 DP-3 DP-4 Subcat Reach onILinkl Routing Diagram for Southold Solar Post Development_REV Prepared by TRC Companies, Printed 7/30/2024 HydroCAD®10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Post-Development 2-inch Storm Southold Solar Post Development—REV Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-inch Type II 24-hr Default 24.00 1 2.00 2 Post-Development 2-inch Storm Southold Solar Post Development-REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 3 Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: Subcat 201 Runoff Area=14.361 ac 4.60% Impervious Runoff Depth=0.14" Tc=12.4 min UI Adjusted CN=65 Runoff=0.87 cfs 7,042 cf Subcatchment 202: Subcat 202 Runoff Area=4.296 ac 5.50% Impervious Runoff Depth=0.41" Tc=10.0 min CN=76 Runoff=2.39 cfs 6,452 cf Subcatchment 203: Subcat 203 Runoff Area=10.686 ac 1.89% Impervious Runoff Depth=0.00" Tc=20.5 min UI Adjusted CN=45 Runoff=0.00 cfs 0 cf Subcatchment 204: Subcat 204 Runoff Area=294,574 sf 19.58% Impervious Runoff Depth=0.00" Tc=0.0 min UI Adjusted CN=52 Runoff=0.00 cfs 62 cf Subcatchment 205: Subcat 205 Runoff Area=15.280 ac 46.33% Impervious Runoff Depth=0.27" Tc=11.9 min CN=71 Runoff=4.02 cfs 14,738 cf Subcatchment 206: Subcat 206 Runoff Area=6.661 ac 0.97% Impervious Runoff Depth=0.24" Tc=15.5 min CN=70 Runoff=1.25 cfs 5,818 cf Subcatchment 207: Subcat 207 Runoff Area=10.557 ac 0.38% Impervious Runoff Depth=0.06" Tc=14.9 min CN=60 Runoff=0.08 cfs 2,323 cf Subcatchment 208: Subcat 208 Runoff Area=1.127 ac 0.00% Impervious Runoff Depth=0.00" Tc=10.9 min CN=42 Runoff=0.00 cfs 0 cf Subcatchment 209: Subcat 209 Runoff Area=3.429 ac 0.00% Impervious Runoff Depth=0.06" Tc=11.3 min CN=60 Runoff=0.03 cfs 754 cf Pond 1: Existing Basin 1 Peak Elev=26.48' Storage=0.080 of Inflow=0.87 cfs 7,042 cf Discarded=0.09 cfs 5,623 cf Primary=0.00 cfs 0 cf Outflow=0.09 cfs 5,623 cf Pond 2: Existing Basin 2 Peak EIev=40.96' Storage=0.128 of Inflow=2.39 cfs 6,452 cf Discarded=0.02 cfs 5,843 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 5,843 cf Pond 3: Existing Basin 3 Peak EIev=12.00' Storage=0.000 of Inflow=0.00 cfs 0 cf Discarded=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond 4: Existing Basin 4 Peak EIev=40.01' Storage=44 cf Inflow=0.00 cfs 62 cf Discarded=0.00 cfs 62 cf Primary=0.00 cfs 0 cf Outflow=0.00 cfs 62 cf Link DP-1: DP-1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-2: DP-2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-3: DP-3 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 4 Link DP-4: DP-4 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-5: DP-5 Inflow=4.02 cfs 14,738 cf Primary=4.02 cfs 14,738 cf Link DP-6: DP-6 Inflow=1.25 cfs 5,818 cf Primary=1.25 cfs 5,818 cf Link DP-7: DP-7 Inflow=0.08 cfs 2,323 cf Primary=0.08 cfs 2,323 cf Link DP-8: DP-8 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link DP-9: DP-9 Inflow=0.03 cfs 754 cf Primary=0.03 cfs 754 cf Total Runoff Area = 3,186,845 sf Runoff Volume = 37,189 cf Average Runoff Depth = 0.14" 86.87% Pervious =2,768,330 sf 13.13% Impervious =418,515 sf Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 201: Subcat 201 Runoff = 0.87 cfs @ 12.12 hrs, Volume= 7,042 cf, Depth= 0.14" Routed to Pond 1 : Existing Basin 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Adj Description 3.941 39 >75% Grass cover, Good, HSG A 0.123 61 >75% Grass cover, Good, HSG B 7.740 74 >75% Grass cover, Good, HSG C 0.083 76 Gravel roads, HSG A 0.047 85 Gravel roads, HSG B 0.913 89 Gravel roads, HSG C 0.025 96 Gravel surface, HSG A 0.374 96 Gravel surface, HSG C 0.006 98 Unconnected pavement, HSG A 0.655 98 Unconnected pavement, HSG C 0.454 30 Woods, Good, HSG A 0.000 70 Woods, Good, HSG C 14.361 66 65 Weighted Average, UI Adjusted 13.700 95.40% Pervious Area 0.661 4.60% Impervious Area 0.661 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, DIRECT(no change from PRE) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 6 Subcatchment 201: Subcat 201 Hydrograph -------------------------------4 .......... ......... 0.95 ®Runoff --- 0.9 .. 0.87 cfs 0.85 Tp Il 24- r 0.8 j 24indh Rai' .0 0.7 0.75 u6 ff Area*14.3 I c 0.65 0.6 % ndff-_Vol.urne=,7, 42 cf 0.55 / - 0.5 U-rr'�off...Depth .� -- - + -- -- 0.45 T� 1 2.4 in . U. 0.4 -- --- --- --- .. 0.35 UI djute _A Gl 5 r 0.25 0.2 ...... 0.15 ���, 0.1 iy j 0.05 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 202: Subcat 202 Runoff = 2.39 cfs @ 12.04 hrs, Volume= 6,452 cf, Depth= 0.41" Routed to Pond 2 : Existing Basin 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 0.037 61 >75% Grass cover, Good, HSG B 3.800 74 >75% Grass cover, Good, HSG C 0.013 85 Gravel roads, HSG B 0.063 89 Gravel roads, HSG C 0.146 96 Gravel surface, HSG C 0.236 98 Unconnected pavement, HSG C 0.002 70 Woods, Good, HSG C 4.296 76 Weighted Average 4.060 94.50% Pervious Area 0.236 5.50% Impervious Area 0.236 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, DIRECT(no change from PRE) Subcatchment 202: Subcat 202 Hydrograph p Runoff 2.39 cfs j Tpe 1124=h r 2. ------- ---- 24nCh Ratnf�]l .0 j ROnoff Area=4.296 ac jRunoff Volume6, 52 cf jRunoff Dep#h= .41 . LL Tc=10. min 1 . C - 6 0... 4 i 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 203: Subcat 203 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Pond 3 : Existing Basin 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Adj Description 8.635 39 >75% Grass cover, Good, HSG A 1.016 61 >75% Grass cover, Good, HSG B 0.005 74 >75% Grass cover, Good, HSG C 0.096 76 Gravel roads, HSG A 0.014 89 Gravel roads, HSG C 0.470 96 Gravel surface, HSG A 0.117 96 Gravel surface, HSG B 0.202 98 Unconnected pavement, HSG A 0.067 30 Woods, Good, HSG A 0.065 55 Woods, Good, HSG B 10.686 46 45 Weighted Average, UI Adjusted 10.484 98.11% Pervious Area 0.202 1.89% Impervious Area 0.202 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.5 Direct Entry, DIRECT(no change from PRE) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 9 Subcatchment 203: Subcat 203 Hydrograph ®Runoff Type 111 24- r -inch Rair fall= .0 0" RL n6ff Area=l G.6 6 c N Runoff Volume , 0 f v 3 Rwnoff Depth=0.0 " U. T6=20.5 m' n UI Adjusted CPI= 5 i 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 204: Subcat 204 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.00 cfs @ 23.95 hrs, Volume= 62 cf, Depth= 0.00" Routed to Pond 4 : Existing Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (sf) CN Adj Description 166,971 39 >75% Grass cover, Good, HSG A 59,782 61 >75% Grass cover, Good, HSG B 6,403 82 Dirt roads, HSG B 2,850 96 Gravel surface, HSG A 20,752 98 Unconnected pavement, HSG A 36,927 98 Unconnected pavement, HSG B 889 55 Woods, Good, HSG B 294,574 57 52 Weighted Average, UI Adjusted 236,895 80.42% Pervious Area 57,679 19.58% Impervious Area 57,679 100.00% Unconnected Subcatchment 204: Subcat 204 Hydrograph Runoff 0.005 0.00 ds -Type 11 - 4_ r 0.005 j ; j 1111111111�,111111112!; Inch I aih#a11 2.D 0.004 % Runoff�Araa�29;4�51 4 sf Rwnoff Volume 62 cf 0.004 --- -. 0.003 Funoff Dep#h= .0 3 0 0.003 Tc=O. min LL 0.002 / UI Adjus#ed C = 2 .... 0.002 0.001 0.001 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 205: Subcat 205 Runoff = 4.02 cfs @ 12.07 hrs, Volume= 14,738 cf, Depth= 0.27" Routed to Link DP-5 : DP-5 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 3.125 39 >75% Grass cover, Good, HSG A 2.480 61 >75% Grass cover, Good, HSG B 0.212 74 >75% Grass cover, Good, HSG C 0.337 76 Gravel roads, HSG A 0.139 89 Gravel roads, HSG C 0.007 96 Gravel surface, HSG A 2.791 98 Unconnected pavement, HSG A 4.232 98 Unconnected pavement, HSG B 0.056 98 Unconnected pavement, HSG C 1.792 30 Woods, Good, HSG A 0.006 55 Woods, Good, HSG B 0.101 70 Woods, Good, HSG C 15.280 71 Weighted Average 8.200 53.67% Pervious Area 7.079 46.33% Impervious Area 7.079 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, DIRECT(no change from PRE) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 12 Subcatchment 205: Subcat 205 Hydrograph ', p Runoff ...... 4...' j Type 1124 hr i ch RainM11=2.0 " onoff Area=15.2 0 c 3 j R ngff Volume=14, 38 cf Runoff Depth 0.27' lac=�11 9 min . LL 2' j CN= 1 0,. �wo��"%� 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 206: Subcat 206 Runoff = 1.25 cfs @ 12.12 hrs, Volume= 5,818 cf, Depth= 0.24" Routed to Link DP-6 : DP-6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 0.149 39 >75% Grass cover, Good, HSG A 3.000 61 >75% Grass cover, Good, HSG B 0.728 74 >75% Grass cover, Good, HSG C 1.503 82 Dirt roads, HSG B 0.908 85 Gravel roads, HSG B 0.073 89 Gravel roads, HSG C 0.025 98 Unconnected pavement, HSG A 0.040 98 Unconnected pavement, HSG C 0.082 30 Woods, Good, HSG A 0.132 55 Woods, Good, HSG B 0.023 70 Woods, Good, HSG C 6.661 70 Weighted Average 6.597 99.03% Pervious Area 0.064 0.97% Impervious Area 0.064 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 Direct Entry, DIRECT(no change from PRE) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 14 Subcatchment 206: Subcat 206 Hydrograph ®Runoff 1.25 cfs Type 11 24-h r j 2*inch Rainfall= •0 jRwnoff Area 6.6 1 c R nbff Volurne*5, 18 cf j Runoff Depth=0.2 " U. T6=15.5 min CN= O 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 207: Subcat 207 Runoff = 0.08 cfs @ 13.04 hrs, Volume= 2,323 cf, Depth= 0.06" Routed to Link DP-7 : DP-7 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 2.919 39 >75% Grass cover, Good, HSG A 3.522 61 >75% Grass cover, Good, HSG B 1.096 74 >75% Grass cover, Good, HSG C 0.028 72 Dirt roads, HSG A 0.749 82 Dirt roads, HSG B 0.024 87 Dirt roads, HSG C 1.302 76 Gravel roads, HSG A 0.113 89 Gravel roads, HSG C 0.277 96 Gravel surface, HSG A 0.038 96 Gravel surface, HSG B 0.040 98 Unconnected pavement, HSG C 0.224 30 Woods, Good, HSG A 0.159 55 Woods, Good, HSG B 0.064 70 Woods, Good, HSG C 10.557 60 Weighted Average 10.517 99.62% Pervious Area 0.040 0.38% Impervious Area 0.040 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 Direct Entry, DIRECT(no change from PRE) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 16 Subcatchment 207: Subcat 207 Hydrograph -- --- --- ®Runoff 0.085 --- 0.08 cfs 0.08 �i ---_ TYpe 1I 24 r0.075 . 2 in.ch RainfO11= .. 0.065 i unoff Area=10.5 7 c 0.06 0.055 R nff.�/olme=2,3 3cf 0.05 j P. off...N pfh.0 0.045 --- i, i . LL 0.04 --- %Al . TG=�4.� in.. .035 G N= 0 0 -�. 0.03 0.025 0.02 0.015 0.01 0.005, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 208: Subcat 208 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Routed to Link DP-8 : DP-8 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 0.143 39 >75% Grass cover, Good, HSG A 0.038 61 >75% Grass cover, Good, HSG B 0.273 72 Dirt roads, HSG A 0.674 30 Woods, Good, HSG A 1.127 42 Weighted Average 1.127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 Direct Entry, DIRECT(no change from PRE) Subcatchment 208: Subcat 208 Hydrograph p Runoff Type II 274- r 2 6Ch Rainfall=2.0 " R' ndffArea117 c y unoff Volurrie ' 0 cf v 3 unaff Detl = .0 0" LL rTc=10.9mn C = 2 e 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 209: Subcat 209 Runoff = 0.03 cfs @ 12.98 hrs, Volume= 754 cf, Depth= 0.06" Routed to Link DP-9 : DP-9 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type II 24-hr 2-inch Rainfall=2.00" Area (ac) CN Description 0.898 39 >75% Grass cover, Good, HSG A 0.899 61 >75% Grass cover, Good, HSG B 0.667 76 Gravel roads, HSG A 0.606 85 Gravel roads, HSG B 0.268 30 Woods, Good, HSG A 0.091 55 Woods, Good, HSG B 3.429 60 Weighted Average 3.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, DIRECT(no change from PRE) Subcatchment 209: Subcat 209 Hydrograph 0.028 ®Runoff ............ .. 0.03 cfs .-.-.-.-.-.- -.-.-.-.... -.-.-.-.-.-.- -.-._t.-.- -.-,..-.-. -;....... � ......... � ;....- --------- 0.026 -- ------- r I 0.024 i 0.022 =inch Ralnfal1= 0 0.02 ftneff, Are 142 9 c 0.018 / R noff �/olume=7 4 f 0.016 0.014 Unaff Depth= ,0 a 0.012 I Tc=11 .3 m n 0.01 0 0.008 -- 0.006 0.004 -- --------- 0.002 0'. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development-REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Pond 1: Existing Basin 1 Inflow Area = 625,576 sf, 4.60% Impervious, Inflow Depth = 0.14" for 2-inch event Inflow = 0.87 cfs @ 12.12 hrs, Volume= 7,042 cf Outflow = 0.09 cfs @ 13.85 hrs, Volume= 5,623 cf, Atten= 90%, Lag= 103.8 min Discarded = 0.09 cfs @ 13.85 hrs, Volume= 5,623 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-1 : DP-1 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 26.48' @ 22.48 hrs Surf.Area= 0.174 ac Storage= 0.080 of Plug-Flow detention time= 437.0 min calculated for 5,623 cf(80% of inflow) Center-of-Mass det. time= 349.3 min ( 1,324.2 - 974.8 ) Volume Invert Avail.Storage Storage Description #1 26.00' 6.320 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 26.00 0.160 0.000 0.000 42.00 0.630 6.320 6.320 Device Routing Invert Outlet Devices #1 Discarded 26.20' 0.09 cfs Exfiltration when above 26.20' #2 Primary 41.99' 185.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.09 cfs @ 13.85 hrs HW=26.32' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=26.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 20 Pond 1: Existing Basin 1 Hydrograph ... h -------- ®Inflow 0.87 cfs ;,Outflow -- Ir11flow Area-62 ,5 -6 sfIM Discarded El 0.95 +' Primary 0.9 Peak. lev 26. 8. 0.85 0.8 Sitoraae=0.0 0 of 0.75 0.7 F 0.65 0.6 0.55 0.5 -.-.-.- .... 0 0.45 _ (- ----- LL 0.4 ... 0.35 ... ___ 0.3 ... --- 0.25 0.09 ors d 0.2T0.09 ds 0.15 ,r 0.1 0• o.o0 ds 0,;, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development-REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 21 Summary for Pond 2: Existing Basin 2 Inflow Area = 187,148 sf, 5.50% Impervious, Inflow Depth = 0.41" for 2-inch event Inflow = 2.39 cfs @ 12.04 hrs, Volume= 6,452 cf Outflow = 0.02 cfs @ 12.05 hrs, Volume= 5,843 cf, Atten= 99%, Lag= 0.8 min Discarded = 0.02 cfs @ 12.05 hrs, Volume= 5,843 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-2 : DP-2 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 40.96' @ 24.16 hrs Surf.Area= 0.146 ac Storage= 0.128 of Plug-Flow detention time= 2,312.7 min calculated for 5,840 cf(91% of inflow) Center-of-Mass det. time= 2,266.0 min ( 3,156.3- 890.4 ) Volume Invert Avail.Storage Storage Description #1 40.00' 1.840 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 40.00 0.120 0.000 0.000 48.00 0.340 1.840 1.840 Device Routing Invert Outlet Devices #1 Discarded 40.10' 0.02 cfs Exfiltration when above 40.10' #2 Primary 47.99' 200.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 12.05 hrs HW=40.21' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 22 Pond 2: Existing Basin 2 Hydrograph 2.39 cfs ;,QUtfIOW Inflow Are6=18 ,148 Sf pPrmarded Y .. --P6ak MeV=40: 6' Storage=d.1 8 af 2... N u 0 LL mm, 0,.02 cfs 0.02 cfs 0.00 cfs 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development-REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 23 Summary for Pond 3: Existing Basin 3 Inflow Area = 465,503 sf, 1.89% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-3 : DP-3 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 12.00' @ 0.00 hrs Surf.Area= 0.390 ac Storage= 0.000 of Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 12.00' 4.960 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 12.00 0.390 0.000 0.000 20.00 0.850 4.960 4.960 Device Routing Invert Outlet Devices #1 Discarded 12.10' 0.14 cfs Exfiltration when above 12.10' #2 Primary 19.99' 125.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge) L1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 24 Pond 3: Existing Basin 3 Hydrograph C II ��Outflow �, ,`� 0 Prmarde Inf lo�nr �+►re�a 46 03 'sf d Pear Elev=12. 0' Storage=0.0Q0 af N u 0 LL 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development-REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Pond 4: Existing Basin 4 Inflow Area = 294,574 sf, 19.58% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 23.95 hrs, Volume= 62 cf Outflow = 0.00 cfs @ 24.01 hrs, Volume= 62 cf, Atten= 57%, Lag= 3.4 min Discarded = 0.00 cfs @ 24.01 hrs, Volume= 62 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routed to Link DP-4 : DP-4 Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 40.01' @ 24.01 hrs Surf.Area= 5,234 sf Storage= 44 cf Plug-Flow detention time= 349.5 min calculated for 62 cf(100% of inflow) Center-of-Mass det. time= 350.8 min ( 1,660.3- 1,309.5 ) Volume Invert Avail.Storage Storage Description #1 40.00' 76,894 cf Custom Stage Data(Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 40.00 5,227 0 0 5,227 48.00 14,810 76,894 76,894 15,197 Device Routing Invert Outlet Devices #1 Discarded 40.00' 0.02 cfs Exfiltration when above 40.00' #2 Primary 47.99' 250.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.02 cfs @ 24.01 hrs HW=40.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=40.00' (Free Discharge) L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Development 2-inch Storm Southold Solar Post Development—REV Type // 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 26 Pond 4: Existing Basin 4 Hydrograph ------ M3 Inflow Outflow i --- j 4,5�M-Sf Discard hh-v, Discarded �nf ©Ivr re a 0 Primary i C 0.005 Peak GIev=4;©.,. 0.005 ,� Storagi 4 f N u 0.00 cfs . I .�....... 0.00 cfs ..... .. ......... 0 0.003 ----- --- --------r LL 0.002 ------- ---- �. 0.002 0.001 i I�i„uu 0.00 ds 0..:;; ii 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 27 Summary for Link DP-1: DP-1 Inflow Area = 625,576 sf, 4.60% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-1: DP-1 Hydrograph � ®Inflow p Primary Inflow Area=626,5 6 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Link DP-2: DP-2 Inflow Area = 187,148 sf, 5.50% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-2: DP-2 Hydrograph � ®Inflow p Primary Inflow Area=187,1 8 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Link DP-3: DP-3 Inflow Area = 465,503 sf, 1.89% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-3: DP-3 Hydrograph � i ®Inflow p Primary Ini flow Area=466,5 3 sif LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 30 Summary for Link DP-4: DP-4 Inflow Area = 294,574 sf, 19.58% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-4: DP-4 Hydrograph � ®Inflow p Primary Inflow Area=294,5 4 sf LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type/1 24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Link DP-5: DP-5 Inflow Area = 665,587 sf, 46.33% Impervious, Inflow Depth = 0.27" for 2-inch event Inflow = 4.02 cfs @ 12.07 hrs, Volume= 14,738 cf Primary = 4.02 cfs @ 12.07 hrs, Volume= 14,738 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-5: DP-5 Hydrograph Inflow 4.02 cfs ......... ......_ , ....y 0 Primary q. a.02 ors Inflow Area=665,5 7 sf ... N 2' 3 I j I I i i i 0..,, % 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 32 Summary for Link DP-6: DP-6 Inflow Area = 290,161 sf, 0.97% Impervious, Inflow Depth = 0.24" for 2-inch event Inflow = 1.25 cfs @ 12.12 hrs, Volume= 5,818 cf Primary = 1.25 cfs @ 12.12 hrs, Volume= 5,818 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-6: DP-6 Hydrograph Inflow p 1.25 cfs 1.25 cfs Inflow Area=290,1 1 sf .. N / 3 0 LL i I l 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 33 Summary for Link DP-7: DP-7 Inflow Area = 459,857 sf, 0.38% Impervious, Inflow Depth = 0.06" for 2-inch event Inflow = 0.08 cfs @ 13.04 hrs, Volume= 2,323 cf Primary = 0.08 cfs @ 13.04 hrs, Volume= 2,323 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-7: DP-7 Hydrograph r ®Inflow 0.08 ors ..... ........._ .... 0 Primary 0.085 0.08 cfs n low Area=45 ,8 7 sf 0.08 0.075 0.07 i, 0.065 ................ --- ---_, 0.06 -- --, .. 0.055 42 0.05 --- --- 0.045 i i° 0.04 ----- ---- 0.035 0.03 0.025 L 0.02 0.015 0.01 0.0051 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Link DP-8: DP-8 Inflow Area = 49,086 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-inch event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-8: DP-8 Hydrograph ®Inflow � i i I i j ®Primary In IoW Are =49,0 6 f LL 0.00 Cfs1010; UN; 0.00 cfs i� i; i ;i 7; / r 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Post-Development 2-inch Storm Southold Solar Post Development—REV Type //24-hr 2-inch Rainfall=2.00" Prepared by TRC Companies Printed 7/30/2024 HydroCAD® 10.20-5a s/n 01402 ©2023 HydroCAD Software Solutions LLC Page 35 Summary for Link DP-9: DP-9 Inflow Area = 149,354 sf, 0.00% Impervious, Inflow Depth = 0.06" for 2-inch event Inflow = 0.03 cfs @ 12.98 hrs, Volume= 754 cf Primary = 0.03 cfs @ 12.98 hrs, Volume= 754 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link DP-9: DP-9 Hydrograph ------- --------_. Inflow 0.028 0.03 cfs 0.03 cfs 0.026 In IQw...iArea=1.4�,3 4 sf 0.024 0.022, -- 0.02 ! � ' 0.018 � , . I i' i w 0.016 ... 3 0.014 '"� s,/i -- _o a 0.012 -- 0.01 0.008 0.006 ... 0.004 0.002 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Time (hours) Appendix I — Post-Construction Operation and Maintenance (O&M) Manual i Post-Construction Operation and Maintenance (O&M) Manual for Stormwater Management Facilities for TOWN OF SOUTHOLD LANDFILL SOLAR PROJECT TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK Prepared for: Summit Ridge Energy 1515 Wilson Boulevard, Suite 300 Arlington, VA 22209 "Aoo� SUMMIT RIDGE ENERGY Prepared by: TRC Engineers, Inc. 1407 Broadway, Suite 3301 New York, NY 10018 T C July 2024 TrRC Table of Contents: 1.0 Introduction .................................................................................................................... 3 1.1 Purpose of the Manual.............................................................................................................3 2.0 Inspection and Maintenance Schedule........................................................................... 3 3.0 First Year Maintenance .................................................................................................. 3 4.0 General Site Maintenance.............................................................................................. 4 4.1 Site Restoration.........................................................................................................................4 4.2 Tree Planting/Preservation......................................................................................................4 5.0 Winter Maintenance........................................................................................................ 4 6.0 Operation and Maintenance Procedures: Stormwater Management Facilities................ 5 6.1 Infiltration Facilities...................................................................................................................5 7.0 Operation and Maintenance Procedures: Stormwater Structures and Features.............. 6 7.1 Catch Basins and Curb Inlets .................................................................................................6 7.2 Manholes....................................................................................................................................6 7.3 Storm Culverts and Drainage Pipes.......................................................................................6 8.0 Operation and Maintenance Procedures: Miscellaneous Items ...................................... 7 8.1 Fences, Gates, and Signage...................................................................................................7 8.2 Access Roads............................................................................................................................7 9.0 Operation and Maintenance Procedures: Repair/Replacement Activities ....................... 8 10.0 Contact Information ........................................................................................................ 8 Appendices: Appendix A— Stormwater Management Practice Schematics Appendix B— Blank Maintenance Inspection Form Appendix C— Completed Maintenance Inspection Forms Appendix D— Maintenance Agreements TrRC 1.0 Introduction The stormwater management system for the Town of Southold Landfill Solar Project consists of infiltration basins and drainage ditches. The following O&M Manual outlines the minimum requirements for maintaining the stormwater management facilities, as required in Section 3.5 of the New York State Stormwater Management Design Manual (SMDM). 1.1 Purpose of the Manual This manual is intended to outline the requirements for proper maintenance and operation of the stormwater management facilities associated with Town of Southold Landfill Solar Project. Proper maintenance ensures the following: • Stormwater facilities operate as they were designed; • Stormwater facilities remain free of harmful sediment, debris, and potential pollutants; and, • Stormwater facilities do not result in adverse downstream impacts to environmentally sensitive areas. The Town of Southold Landfill Solar Project will be solely-owned, operated, and maintained by Summit Ridge Energy (the Owner). The Owner is responsible for ensuring that the stormwater management facilities installed on the Project Site are properly maintained and that they function as designed. In some cases, the maintenance responsibility may be assigned to others through special maintenance agreements. Stormwater management practice schematics for the Project Site are provided in Appendix A. Maintenance agreements associated with this Project shall be included in Appendix D of this Manual. This Manual details the various stormwater facility components and the general operation and maintenance activities required for each component. Additional operation and maintenance information may be found in the SMDM and the New York State Standards and Specifications for Erosion and Sediment Control. 2.0 Inspection and Maintenance Schedule The stormwater management systems shall be inspected and maintained regularly to ensure proper site function. Inspection frequency may depend on the stormwater management systems and facilities present at the Project Site. A Maintenance Inspection Form shall be completed during each inspection to document the Site conditions and required maintenance activities. Maintenance activities may include, but are not limited to, removal of sediment, trash, or debris; vegetation management; erosion repair; and revegetation of exposed soils. A blank sample Maintenance Inspection Form has been included in Appendix B. Completed Maintenance Inspection Forms shall be incorporated into Appendix C. 3.0 First Year Maintenance The following maintenance activities are required during the first year following Project completion: • Water vegetation once every three days for the first month, then provide a half inch of water per week during the first year. Post-Construction Operation and Maintenance(O&M)Manual 3 TrRC • Fertilization may be needed in the fall after the first growing season to increase plant vigor. Fertilizer application and use should be in accordance with local, state, and federal laws and regulations. • Keep the site free of vehicular and foot traffic and other weight loads. 4.0 General Site Maintenance Site cover and associated structures should be inspected periodically for the first few months following construction and then on a bi-annual basis or as otherwise required. Site inspections should also be performed following major weather events such as, but not limited to, major storm events and significant snow melt. Items to inspect for include, but are not limited to: • Differential settlement of embankments, cracking, or erosion. • Lack of vegetative cover density. • Sediment accumulation on the ground surface or within stormwater management practices or conveyance systems. • Accumulation of debris, litter, or pollutants such as oil or grease on the ground surface or within stormwater management practices or conveyance systems. • Damage to or weakness of stormwater management practices or conveyance systems. 4.1 Site Restoration Areas within a Project Site that have undergone site restoration should be inspected periodically for the first six months. Items to inspect for include, but are not limited to: • Checking embankments for subsidence, erosion, cracking, undesirable tree and shrub growth, and the presence of burrowing animals. • Health and vigor of vegetation such as trees, shrubs, grass, and flowers. • Accumulation of sediment or vegetative debris such as leaves and branches. 4.2 Tree Planting/Preservation During the first two years, mulching, watering and protection of young trees is necessary. Inspection of trees should be performed every three months and within the one week of ice storms and high wind events, reaching speeds of 40 mph. As a minimum, inspection should include assessment of tree health, inspection for evidence of damage or disease, and determining the survival rate of damage and diseased trees. Trees shall be pruned and treated as necessary, and dead trees shall be replaced. 5.0 Winter Maintenance To prevent impacts to stormwater management facilities, the following winter maintenance limitations, restrictions, and/or needs are recommended: • Remove snow and ice from catch basins, inlet and outlet structures, and away from culvert end sections. Post-Construction Operation and Maintenance(O&M)Manual 4 TrRC • Snow plowed or removed should not be piled at inlets/outlets of stormwater management practices or structures. • De-icing materials should be limited to sand and "environmentally friendly" chemical products. o The use of salt mixtures should be kept to a minimum. o Sand used for de-icing should be clean, coarse material free of fines, silt and clay. • De-icing materials should be removed during the early spring by sweeping and/or vacuuming. 6.0 Operation and Maintenance Procedures: Stormwater Management Facilities 6.1 Infiltration Facilities Infiltration facilities dispose of stormwater by detaining the water and allowing it to infiltrate into the ground. Infiltration facilities may be designed to handle all or a portion of the runoff from a Project Site, or they may overflow and bypass larger storms to alternate systems. The Town of Southold will General Inspection Requirements Stormwater infiltration systems shall be inspected annually and after major storm events. The facility should be inspected following a storm event to ensure the system is functioning properly and maintaining the capacity to infiltrate the stormwater. The system shall be inspected by the Owner/Operator for sedimentation, debris/trash, and damage. Access and Vegetation Management Direct access to the infiltration facility shall be available at all times. Vegetation shall be managed to sustain the facility and allow for access. Seed and mulch bare soils are needed to maintain adequate soil cover. Safety and Security Features The observation well shall consist of an anchored six-inch diameter perforated PVC pipe with a lockable cap installed flush with the ground surface. Inspect the observation well to confirm it is intact and the security features are in good condition. Trash and Debris Trash and debris shall be removed and disposed of off-site as needed. Erosion and Sedimentation Sediment shall be removed from the system when it accumulates to two inches, or when the system is not draining properly. The sediment shall be removed with a hand shovel and disposed of at an approved solid waste disposal facility. The infiltration facility shall be inspected annually for sediment deposition. Inspect the system for displacement of aggregate material. Remove the displaced aggregate and repair the infiltration facility as needed to meet the design specifications. Post-Construction Operation and Maintenance(O&M)Manual 5 TrRC System Functionality and Dewatering The infiltration system shall fully dewater within 48 hours of the conclusion of a storm event. Damage to the infiltration system shall be repaired immediately following identification. The overflow from the infiltration system shall be inspected for damage and to ensure the system is operating correctly. 7.0 Operation and Maintenance Procedures: Stormwater Structures and Features If, and to the extent associated with the project, inspect and maintain the following collection and conveyance components. 7.1 Catch Basins and Curb Inlets Catch basins and curb inlets trap capture stormwater, typically from paved surfaces. The catch basins and curb inlets shall be inspected at least annually for sedimentation, debris, trash, damage or ponded water. The structure should be inspected for damage such as cracking, deterioration, collapsing piping, or issues with the grates. Cracks no greater than one-quarter inch shall be present. Maintenance of damage structure components shall happen immediately after identification by a licensed contractor. The frequency for cleanout will depend on the efficiency of mowing, sweeping, and debris and litter removal. The catch basin shall be cleaned by a licensed contractor when the accumulation of sediment is within six inches of the catch basin outlet pipe. Sediment, trash, and debris shall be removed and disposed of at an approved solid waste facility. If the catch basin or curb inlet is adjacent to vegetation, maintain the vegetation to ensure it does not obstruct the flow of stormwater into the structure. Leaf litter shall be raked from the surrounding area to prevent washout into the structure. 7.2 Manholes Manholes typically provide access to storm sewer pipe connections. Manholes should be inspected annually by trained personnel to assess for damage, debris/trash or sedimentation. Damage may include, but is not limited to, issues with the frame, cracks in the structure, and concrete spalling or structure deterioration. Repair to the manhole shall be conducted by a trained contractor as directed by a license engineer. Manholes shall be cleaned when a blockage occurs and prevents the passage of stormwater through the system. Cleaning shall be conducted in a way that prevents sediment or pollutants from transporting through the storm sewer system, and performed in a way that ensures removed sediment and water is not discharged back into the storm sewer. Removed sediment and debris shall be disposed of at an approved solid waste facility. 7.3 Storm Culverts and Drainage Pipes Storm culverts and drainage pipes convey stormwater throughout the Project Site. The storm culverts and drainage pipes shall be inspected annually and after major storm events to assess for damage and obstructions. Storm culverts and drainage pipes may experience damage such as displacement, cracking, warping due to compaction, or corrosion. The culverts and piping shall be repaired or replaced when 25% or more of the structure has been compromised. Post-Construction Operation and Maintenance(O&M)Manual 6 TrRC Sediment build-up and debris/trash shall be removed and disposed of at an approved soil waste disposal facility. Improper removal of sediment and debris/trash may result in flooding and adverse impacts to upstream areas. Use of a hand shovel is recommended for sediment removal. Riprap outlet protection and stone aprons at the outlets of storm culverts and drainage pipes shall be inspected as detailed in Section 2.0 of this Manual. The inlets and outlets shall be assessed for erosive conditions. Repair to erosion shall be completed as needed. Vegetation shall be maintained to prevent excess vegetative growth at the inlets and outlets of the culverts and piping. 8.0 Operation and Maintenance Procedures: Miscellaneous Items 8.1 Fences, Gates, and Signage Fences have been installed around the perimeter of stormwater facilities in order to restrict entry to the facility, and to protecting the public and wildlife. Gates have been installed at various locations along the perimeter fencing to allow for maintenance access. Gates are to be secured shut with a lock except when maintenance operations are actively occurring. Inspect the fences, gates, and signage annually for areas needing repair or replacement. Repair or replace damaged or compromised components of the fences, gates, or signage as needed. Maintain the ground underneath the fences and gates as needed to allow safe entry and exit to the stormwater management facility and prevent further erosion impacts. Replace the signage if any information is missing or has been sun-bleached. 8.2 Access Roads Access Roads Access roads shall be maintained to allow for safe access to and from the Project Site. The access roads shall be inspected annually and after major storm events to assess for trash/debris, erosion, rilling, sedimentation, or gravel migration. Trash/debris shall be removed as needed and disposed of at an approved solid waste facility. Erosion, sedimentation, rilling, or gravel migration shall be repaired. Vegetation along the access roads shall be maintained as needed to allow for safe access to the Project Site. Post-Construction Operation and Maintenance(O&M)Manual 7 TrRC Pervious Access Roads Pervious access roads are to be installed after construction has finalized to prevent sediment tracking into the porous stone material or compaction of the road area. The pervious access road will require little on-going maintenance. The road areas shall be inspected annually and after major storm events to access for trash/debris, erosion, rilling, sedimentation, or gravel migration. Trash/debris shall be removed as needed and disposed of at an approved solid waste facility. Erosion, sedimentation, rilling, or gravel migration shall be repaired. Vegetation along the road areas shall be maintained as needed to allow for safe access to the Project Site. 9.0 Operation and Maintenance Procedures: Repair/Replacement Activities Damage to on-site stormwater facilities and infrastructure may occur and repair or replacement may be necessary to ensure proper function. Components of the stormwater management practices, conveyance systems, or on-site structures which require repair or replacement should be addressed immediately following identification of deficiencies. Repair of stormwater management facilities shall be completed as outlined in this Manual. Replacement of stormwater facilities or components of a facility may require assessment and design by a licensed engineer. The Owner/Operator shall read local, state, and federal regulations prior to replacement activities to ensure compliance. 10.0 Contact Information Questions about the stormwater management systems and operation and maintenance procedures should be directed to Client Representative's Name at Summit Ridge Energy by phone at XXX® X-XXXX or email at XXXXXX@XXXX.com. Post-Construction Operation and Maintenance(O&M)Manual 8 TrRC Appendix A - Stormwater Management Practice Schematics Post-Construction Operation and Maintenance(O&M)Manual A d t cn d L a d U E L U) C U L U m N v CL a) E E L N O v) (6 m ca E L U) S� �^ ry" G 0V m 0 C cc� Y G /0 -� V W 3 0 L N �+ U y � O U a) y 2 O � a 0 L Q O L U r M p N U .6 E N s U N U U (6 CL C N E N (6 (6 E O U) (6 7 C f6 2 06 O U C f6 C N C C f6 C O N Q 0 C- O U i U) C O U LO ti o a- C0 N U .6 E N L U N U U (6 O N � r r c N E N ca ca E O (n c ca 06 O U C C4 C N C C C6 C O N Q C O U C O U � r N r o d TrRC Appendix B — Blank Maintenance Inspection Form Post-Construction Operation and Maintenance(O&M) Manual B E O LL a O v O Q y d v O G1 a.+ G� N E CD � E y/ • .. ..,, 0 L /V^� ♦Y O Y LL �, �. V LL Q � I 0 d U m -2:1i, >, T — — i, i. i, T T i, i, i, i, CB s co m m mc0 CB C6 c0 O ca ca E ca co c6 c6 C C C C C C C C C C C C C C C C C O U o o c c c c � c c c C_ c c c -, O Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q (0 O m L L � QL G L G O 0 N Co N CU a O = 6 O N N L O cz i N O O (n O a O Z c y N o �. O y c c Co Y C C N L C L C cn - U }' p o c° V c o U � ' co E ` co fl CD co L� aD o�co N — — m a OC`. O O O O aO U °0 O � O co -0 -O M c CD CL °' o Ea. o °o U a" L _0c � U O CI. s CL C C CB � Q O - O o -0 O 0 O N / O � 7 L E -0 ,�..,• ZA _0 C) N O _0 `� O C C.. O .fn O (O _ i CU -0 COW .- L a (V L C � C fiS cu �_ O '� C'. C (6 � Cl. .N (0 .Q C Q N O fl- �_ O O O +` C O O O N O N Y Q.� .� Q E O L ,IA .5 C`• o N N '� L N L O C O CU .� C O ? O i O O -0 o V O = o � .E � momm m � � o � � o � oocn m > � _ > 0 a � U � � U) U) > L) > .SO lifninf5 o > � � oil — � U > EU LNG 0 N W R U) C, o LM E LL N a N LL m m ca ca ca ca ca ca m m m m m O p m co c c c c c c c c C c C C C c c c c c c c c c c c c C c C C C c c c c Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q co C N m 06 6 O O O O O 0 (6 �. Cl. 7 Cl. 7 U (6 a) m CI. O) cu O CI. O) c O N 0- a) 2 L a) +0 a L) E c a) In c a) •JO E O E O ' O �•� C`. 00I• c N c CI. c _ U) cn m - cu 6 ctoa p 'cca c a) 0- c c c c O a) OD c (T6 a+O+ O0 X a m X a mpa) 5a) E c a) .5a) E (6 c p aCL )a) 0 p O U) -•Fz U) c ) OL n a) a) a) o Q o O 0)Cl. E cn E D) U) a) L E c a) cn o a) L o (n a) U) a) p L o (n a) c_n a) — c (6 U > � co c c (Q L am - O c c (p O 0 t O c cp p 0 0 O a) p 0 0 cm E p - (n p U c c N CI c p U c c � c (Q N O a) O O O � L � N O � a) O O O � L f6 cn O c c a) (6 O C- 0 p O 0 0 L (6 O > a) 0 0 0 U a) O -- O U O a) O � o a) U O a) O O > w cc/) > � C� C� Eww > ° > .S � C� C� Eww > ° > .� o a TrRC Appendix C — Completed Maintenance Inspection Forms Post-Construction Operation and Maintenance(O&M)Manual C TrRC Appendix D — Maintenance Agreements Post-Construction Operation and Maintenance (O&M) Manual D