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12 - Groton I LLC - SWPPP 07.22.25 1
NY ' 1 1N I (SOUTH MAIN STREET), SOUTH1 A ' PROJECT GROTON, TOMPKINSCOUNTY, 1 TAX A ' 1 : SECTION 26, BLOCK1 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) PREPARED FOR: NY Groton I (South Main Street), LLC 228 Aviation Avenue, Suite 200 South Burlington,VT 05403 PREPARED BY: P.W.Grosser Consulting Engineer&Hydrogeologist, PC 630 Johnson Ave., Suite 7 Bohemia, NY 11716 Phone: 631-589-6353 Michael Scanlon P.E., Project Manager mscanlon@pwgrosser.com PWGC Project Number: BRR2405 * PAW CLIENT DRIVEN SOLUTIONS SWPPP CERTIFICATION I hereby certify that the Stormwater Pollution Prevention Plan(SWPPP)for this project has been prepared in accordance with the terms and conditions of the GP-0-25-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil, and/or administrative proceedings. NF,OF NEW y C:� V. SCgN�o'Q'� r CX-_ �u 2 103321 A��FESSIONP� Date: 11/29/2023 Michael Scanlon, P.E. Revised 5/28/2024 Project Manager Revised 9/04/2024 Revised 9/19/2024 Revised 7/22/2025 P.W.Grosser Consulting Engineer&Hydrogeologist,PC 630 Johnson Ave., Suite 7 Bohemia, NY 11716 Work: (631) 589-6353 Fax: (631) 589-8705 mscanlon@pwgrosser.com O. POLLUTION PREVENTION PLAN PAGE i P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS STORMWATER POLLUTION PREVENTION PLAN GROTON I (SOUTH MAIN STREET), LLC — COMMUNITY SOLAR PROJECT SOUTH MAIN STREET, GROTON, NEW YORK, 13073 TABLE OF CONTENTS PAGE SWPPP CERTIFICATION...............................................................................................................I 1.0 INTRODUCTION.................................................................................................................I 1.1. Sizing Criteria..............................................................................................................5 1.2. Purpose.........................................................................................................................6 1.3. Project Description......................................................................................................6 1.4. Site Description...........................................................................................................7 1.5. Adjacent Properties.....................................................................................................7 1.6. Soils...............................................................................................................................7 1.7. Groundwater................................................................................................................8 1.8. Precipitation Data .......................................................................................................8 1.9. Project Permitting and Compliance..........................................................................9 1.9.1. State Pollution Discharge Elimination System General(SPDES)Permit.................. 9 1.9.2. Municipal Separate Stormwater Sewer System Permit............................................... 9 1.9.3. Office of Parks,Recreation and Historic Preservation Review.................................... 9 1.9.4. Climate Change Resiliency Planning.............................................................................. 9 2.0 CONSTRUCTION SEQUENCE AND SCHEDULING ........................................................10 3.0 POST-CONSTRUCTION STORMWATER MANAGEMENT...........................................12 3.1. Water Quality Volume Calculations.........................................................................12 3.2. Water Quantity Volume Calculations.......................................................................13 3.2.1. Pre-Development Conditions Analysis..........................................................................13 3.2.2. Post-Development Conditions Analysis........................................................................14 3.2.3. Post construction stormwater controls:.........................................................................15 3.3• Summary of Post Stormwater Controls..................................................................15 3.4• Post-Construction Maintenance.............................................................................16 4.o EROSION AND SEDIMENT CONTROL........................................................................... 17 4.1. Identification and Control of Potential Stormwater Pollutants.......................... 17 4.1.1. Significant Material Inventory........................................................................................17 4.1.2. Potential Sources for Stormwater Pollution.................................................................17 4.1.3. Good Housekeeping Practices to Minimize Stormwater Pollution...........................18 4.2. Temporary Erosion and Sediment Controls...........................................................19 4.2.1. Site Planning and Prevention Measures........................................................................19 STORMWATER POLLUTION PREVENTION PLAN PAGEH P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS 4.2.2. Stabilized Construction Entrance...............................................................................19 4.2.3. Perimeter Sediment Controls.........................................................................................20 4.2.4. Drop Inlet Protection...................................................................................................20 4.2.5. Dust Control......................................................................................................................20 4.2.6. Temporary Seeding..........................................................................................................21 4.2-7. Topsoiling..........................................................................................................................21 4.2.8. Mulching........................................................................................................................21 4.2.9. Surface Roughening.....................................................................................................21 4.3• Permanent Erosion and Sediment Controls...........................................................22 4.3.1. Permanent Seeding..........................................................................................................22 4.3.2. Water Bars.........................................................................................................................22 4.4• Maintenance of Erosion and Sediment Controls...................................................22 4.5. Pollution Prevention.................................................................................................22 4.5.1. Spill Prevention Plan....................................................................................................... 23 4.5.2. Spill Response Plan.......................................................................................................... 23 4.6. Final Stabilization and Cleanup...............................................................................24 5.0 CERTIFICATIONS............................................................................................................26 5.1. Preparers Certifications ...........................................................................................26 5.2. Contractors&Subcontractors Compliance Certifications ...................................27 STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS TABLES Table i — Existing Soils On-site.......................................................................................................... 8 Table 2 — Site Precipitation Data........................................................................................................ 8 Table 3 —Water Quality Volume and Runoff Reduction Requirements..................................12 Table 4 — Runoff Reduction Storage Provided ..............................................................................13 Table 5 — Pre and Post-Construction Stormwater Design Points............................................13 Table 6 — Pre-Developed Drainage Conditions Summary.........................................................14 Table 7 — Post-Development Drainage Conditions HydroCAD Summary.............................15 Table 8 — Pre and Post Development Drainage Conditions Summary....................................16 Table 9 — Potential Site Stormwater Pollutants............................................................................17 Table 10 — Locations of Potential Sources of Stormwater Pollution.......................................18 APPENDICES Appendix A New York State Department of Environmental Conservation SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-25-001) Appendix B Notice of Intent Appendix C Construction Duration Inspection Checklist Appendix D Existing and Proposed Site Plans(Construction Drawings) Appendix E United States Department of Agriculture Web Soil Survey Report Appendix F Preliminary Geotechnical Report, prepared by P.W. Grosser Consulting, Inc. Water Well Completion Report Appendix G NOAA Atlas 14,Volume 1o,Version 3 Point Precipitation Frequency Estimates Online Tool Appendix H New York State Office of Parks, Recreation and Historic Preservation No Impact Letter —10-26-2022 Appendix I WQv, RRv and HydroCAD Calculations Appendix J Drainage Landscape Operation, Maintenance and Management Inspection Checklist STORMWATER POLLUTION PREVENTION PLAN PAGEiv P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 1.0 INTRODUCTION This SWPPP fulfills the requirements of the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Storm Water Discharges from Construction Activity (GP-0-25-001) (Appendix A).The SWPPP objectives for the site are to: • Minimize the potential for erosion and conveyance of soil/sediment via surface runoff to downgradient on-site areas outside the limits of work, and downgradient off-site areas. • Minimize the potential for erosion and sediment migration within the work areas. • Minimize the potential for erosion and migration of soil/sediment via surface runoff such that water quality in downgradient water bodies is not significantly affected relative to pre-construction conditions. • Minimize the potential for mechanical tracking of soils/sediments onto off-site areas. • Identify potential stormwater pollutants and their sources; eliminate, control, or otherwise manage each potential pollutant or its source using appropriate Best Management Practices (BMPs). This SWPPP has been prepared in accordance with the latest requirements of the New York State Standards and Specifications for Erosion and Sediment Control and New York State Stormwater Management Design Manual (Design Manual).Additionally, a Notice of Intent (NOI) form will be submitted to the NYSDEC for this project (Appendix B). The NOI will include SWPPP Preparer and project Owner/Operator certification forms. Qualified Inspector Responsibilities • Must meet the requirements of GP-0-25-001. o The Qualified Inspector will be a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, NYSDEC-endorsed individual, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect,provided they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. • Perform a pre-construction site assessment to verify that erosion and sediment controls are properly installed and functional. • Throughout the active construction period, a Qualified Inspector will conduct inspections of all site areas affected by construction at least once every seven (7) calendar days. If more than five(5) acres of soil is disturbed, inspection frequencies will increase to at least twice every seven (7) calendar days. These two (2) inspections will be separated by a minimum of two (2) full calendar days. At a minimum, the Qualified Inspector will inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, until the Site is deemed sufficiently stable and no longer requiring inspection. • Prepare an inspection report within one (1)business day of every inspection,which at a minimum, shall include and/or address the following: o Date and time of inspection. o Name and title of person(s)performing the inspection. STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION_ o A description of the weather and soil conditions (e.g., dry,wet, saturated) at the time of inspection. o A description of the condition of the runoff at all points of discharge from the construction site, including any discharges of sediment and discharges from conveyance systems(i.e.,culverts and ditches)and overland flow. o A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody. o Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance. o Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced. o Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection. o Current phase of construction of all post-construction stormwater management practices and identification of construction that is not in conformance with this SWPPP and technical standards. o Corrective action(s)that must be taken to install,repair,replace,or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the installation of the PCSM practice(s) (if applicable). o Identification and status of all corrective actions that were required by previous inspection. o Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The Qualified Inspector shall attach paper color copies of the digital photographs to the inspection report being maintained on-site within seven (7) calendar days of the date of the inspection. The Qualified Inspector shall also take digital photographs,with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The Qualified Inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven(7)calendar days of that inspection. • Within one (1) business day of the completion of an inspection, the Qualified Inspector shall notify the Owner or Owner's on-site representative and appropriate contractor or subcontractor personnel of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one (1) business day of this notification and shall complete the corrective actions in a reasonable time frame. All inspection reports will be signed by the Qualified Inspector and copies maintained on-site with the SWPPP. • In the event project activities are temporarily suspended(e.g.,winter shutdown)and temporary stabilization measures have been applied to all disturbed areas, the Qualified Inspector will conduct a site inspection at least once every 30 calendar days. The Owner's representative will notify the Division of Water (DOW) (SPDES) Program contact at the NYSDEC Regional Office (5786 Widewaters Parkway, STORMWATER POLLUTION PREVENTION PLAN PAGE 2 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION_ Syracuse, NY 13214), in writing prior to reducing the inspection frequency. Additionally, the Qualified Inspector can discontinue these inspections if all disturbed areas of the Site (as of the project shutdown date) have achieved final stabilization. • Perform a final site inspection. A Construction Duration Inspections Checklist is included as Appendix C. Contractor Requirements • The contractor and subcontractors involved in soil-disturbing activities will identify at least one(1)person from their company that will be responsible for inspection of the SWPPP components defined herein. This individual will have completed the requirements to be considered a "Trained Contractor" in accordance with GP o 25- 001, meaning they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC-endorsed entity.At least one(1)Trained Contractor must be on-site daily when soil-disturbing activities are being performed. Note that the Trained Contractor cannot perform the duties of the Qualified Inspector unless the Trained Contractor also meets the Qualified Inspector qualifications. • The contractor is responsible for all maintenance of erosion and sediment controls in accordance with this SWPPP. Maintenance or repair of installed erosion and sediment controls will be initiated within one(1)business day following notification of deficiencies unless a modified timetable is approved by the Owner's on-site representative and completed in a reasonable timeframe (i.e., prior to the next scheduled inspection). • The contractor and subcontractors are required to certify that their respective activities will comply with the relevant portions of this SWPPP. All such certifications will be in writing and retained at the Site with the SWPPP document. The contractor certification statement and signature page are included with this SWPPP (Section 5.2). In accordance with GP-0-25-oo1, all contractors and subcontractors must provide contact information and describe the elements of this SWPPP they are responsible for. • The contractor will perform vehicle/equipment maintenance activities and will store construction materials (such as fuels, fertilizers, construction materials) in a designated area to prevent a potential release to stormwater. • The contractor will implement measures to prevent spills from occurring and to properly respond to spill emergencies,which is discussed further in Section 4.5.1. • The contractor will be responsible for implementing all appropriate spill response procedures when responding to accidental releases of oil, and other pollutant products or materials during the performance of construction activities, which is discussed further in Section 4.5.2. SWPPP Amendments The SWPPP will be amended for any of the following cases: • When a significant change in design,remediation,operation,or maintenance occurs which may have a significant effect on the potential for discharge of pollutants to the waters of the United States and which has not otherwise been addressed in this SWPPP. O. POLLUTION PREVENTION PLAN PAGE 3 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS • When the SWPPP proves to be ineffective in eliminating or significantly minimizing pollutants from sources identified in this SWPPP. • When the SWPPP proves to be ineffective in achieving the general objectives of controlling pollutants in stormwater discharges from the Site. • To identify any new contractor or subcontractor that will implement any measure of the SWPPP. Modifications to the SWPPP will be described and recorded on the Construction Duration Inspection Checklist form in Appendix C. Training Requirements A site-specific employee training program will be developed and implemented to educate employees and outside contractors on the requirements of the SWPPP. This education program will include background on the components and goals of the SWPPP. The program will also include hands-on training in erosion controls, spill prevention and response,good housekeeping, proper material handling, disposal and control of waste, equipment fueling, and proper storage, washing and inspection procedures. The SWPPP must also identify periodic dates for such training,which must be conducted at a minimum of one(1)training session per year.On-site employees will be trained prior to their first day on-site. The training program shall be reviewed annually to determine its effectiveness and make any necessary changes to the program. Workers in critical areas(i.e., unloading personnel) will also have specific SWPPP procedures and activities emphasized in their training. All specific SWPPP training will be documented, and sign-in sheets shall be provided for each session,both of which will be retained with the SWPPP on-site. Periodic employee meetings will cover the following items: • Environmental or health and safety incidents; • Upcoming training sessions; • Brief reminders on good housekeeping, pollution prevention and response procedures, and material handling practices; and • New management procedures or other changes to the SWPPP. Employee training program topics will include the following: • Summary of the SWPPP's purpose and what the SWPPP includes; • Review of good housekeeping measures,maintenance of BMPs,and management of stockpile material onsite; • Demonstrate proper sampling and reporting requirements; • Review and demonstrate basic spill procedures and how to identify them; • Indicate proper disposal methods and locations; and • Inform employees with emergency contacts and telephone numbers. Recordkeeping A copy of this SWPPP, NOI, NOI Acknowledgement Letter, inspection reports, contractor compliance certification, and any other relevant documents will be retained on-site for the duration of project construction activities will be retained in a secured location readily available to individuals performing compliance inspections. Any reports submitted or STORMWATER POLLUTION PREVENTION PLAN PAGE 4 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS prepared in conjunction with this SWPPP will be retained by the Owner for a period of at least five(5)years from the date that the NYSDEC receives the Notice of Termination(NOT). 1.1. Sizing Criteria This SWPPP includes post-construction stormwater management practices,which will be designed to meet the applicable sizing criteria, as discussed in Part IV of GP-o-25- oo1.The criteria include Water Quality Volume(WQv), Runoff Reduction Volume(RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf), and are defined as follows: • Water Quality Volume (WQv): New York has defined the WQv as the volume of runoff generated from the entire 9oth percentile rain event. Essentially, a practice sized using the WQv will capture and treat 90% of all 24-hour rain events. The WQv is directly related to the amount of impervious cover constructed at a site.Pursuant to Section 4.2 of the Design Manual,the following equation can be used to determine the WQv: WQv 12 where: P = go%Rainfall Event R„= 0.05 + o.009 (I),where I is percent impervious cover A= site area in acres(contributing area) • Runoff Reduction Volume ("RRv"): Reduce the total WQv by application of runoff reduction techniques and standard stormwater management practices with RRv capacity. Pursuant to Section 4.2 of the Design Manual, the RRvmin can be calculated using the following equation: P *R„ *Aic*S RRvmtn = 12 where: RRv,in =Minimum runoff reduction volume required from impervious area(ac- ft) R„ _ = 0.05 + o.009 (I),where I is 100%impervious Aic = Total area of new impervious cover S = Hydrologic Soil Group(HSG) Specific Reduction Factor(S) • Channel Protection Volume("Cpv"): Provide 24-hour extended detention of the post-developed 1-year, 24-hour storm event remaining after runoff reduction. The Cpv requirement does not apply when: o Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or o The site discharges directly to tidal waters, or fifth order or larger streams. • Overbank Flood Control Criteria("Qp"): Requires storage to attenuate the post- development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates.The Qp requirement does not apply when: STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS o The site discharges directly to tidal waters or fifth order or larger streams, or o A downstream analysis reveals that overbank control is not required. • Extreme Flood Control Criteria ("Qf"): Requires storage to attenuate the post- development too-year, 24-hour peak discharge rate (Qf) to predevelopment rates.The Qf requirement does not apply when: o The site discharges directly to tidal waters or fifth order or larger streams, or o A downstream analysis reveals that overbank control is not required. These criteria are further discussed below in Section 3.0 of this SWPPP and are calculated in Appendix I. 1.2. Purpose This SWPPP fulfills the requirements of the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES)General Permit for Storm Water Discharges from Construction Activity(GP-o- 25-001) (Appendix A). This Stormwater Pollution Prevention Plan (SWPPP) has been prepared on behalf of NY Groton I (South Main Street), LLC (Owner) to support the proposed construction activities (Work) at South Main Street, Groton, New York, 13073 (Site). The Site is identified on the Tompkins County Tax Map as ID 26.-1-25.22. For detailed information regarding the design and planned construction activities, refer to the "Existing and Proposed Site Plans" (Construction Drawings) prepared by P.W. Grosser Consulting Engineer and Hydrogeologist, P.C. (Engineer) included as Appendix D. 1.3. Project Description The Owner is proposing to develop an approximately 5-megawatt of alternating current (MW AC) ground-mounted solar facility on a 102.2±-acre site located along the northeast and southwest sides of South Main Street. The solar facility would be developed on the northeast side of South Main Street, which comprises approximately 97.13 acres of the Site. The proposed development would include solar modules with a maximum height of 15 feet, the installation of an eight(8)-foot high deer fence around the proposed solar facility, one (1) concrete equipment vault to house electrical equipment(i.e., transformer and switchboard), electric utility lines to connect the solar panels to the existing distribution power line along the south side of the Site, as well as the planting of a vegetative screen consisting of approximately 35 Leyland Cypress trees along the southwest and northeast portions of the site.The proposed action would also include the construction of a gravel access road from South Main Street.The project area would be approximately 32.33 acres and would result in the clearing of 12.36± acres of woodland/forested area.Additionally, approximately 15.18 acres of meadows would be converted to landscaped areas and a gravel access road. It is noted that the project area would be seeded with a northeast solar pollinator mix upon clearing. All improvements are to conform to state,county and local standards and specifications. All solar power generated by the proposed action would be sold as Community Distributed Generation. This program allows subscribed participants to share the STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS benefits of clean energy production.According to the applicant,a mix of residential and commercial customers, specifically New York State Electric and Gas (NYSEG) customers,would be able to receive a share of the solar power generated by the proposed action as well as a discount off their electricity bills. 1.4. Site Description The 102.2-acre Site is undeveloped and consists of predominantly inactive agricultural land as well as forested areas. Review of the NYSDEC Environmental Resource Mapper indicates that the subject property contains a Stream regulated as 898-93 and classified as C (i.e., for fisheries and non-contact activities).Additionally, a Stream regulated as 898-97 and also classified as C, is located approximately 420 feet south of the subject property. Stream 898-93 is identified on the U.S. Fish and Wildlife Services National Wetlands Inventory (NWI) Mapper as a 7.43-acre Riverine classified as R4SBC and Stream 898-97 is identified on the NWI Mapper as a 5.53-acre Riverine classified as R4SBC. The NWI Mapper also indicates the presence of a 0.38-acre Freshwater Forested/Shrub Wetland and a 1.20-acre Freshwater Forested/Shrub Wetland,which are both classified as PSSIE, as well as a 0.27-acre Freshwater Emergent Wetland,which is classified as PEMIE. These three (3) wetlands are located to the adjacent east of the subject property. The NYSDEC Environmental Resource Mapper indicates there are no state-regulated freshwater wetlands on-site. Overall, the existing surface water features contained on-site total approximately i.oi acres. The subject property is zoned within the Rural Agricultural District (RA) and is within the New York State-Designated Agricultural District (Tompkins County Agricultural District 1). Stormwater runoff generated within the project Site limits occurs primarily as sheet flow. Runoff generally flows to Stream 898-93 located on the northwest portion of the Site, and to onsite wetlands in the southwest portion of the site. 1.5. Adjacent Properties The land uses adjacent to the Site include single-family residential and agricultural land uses, as well as forested areas. 1.6. Soils Soils within the Site limits are identified below in Table 1. STORMWATER POLLUTION PREVENTION PLAN P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS Table 1 — Existing Soils On-site offwo Mel 1 1 Ab Alluvial land A/D BgC Bath and Valois soils, 5-15%slopes C EbB Erie channery silt loam, 3-8% slopes D EbC Erie channery silt loam, 8-15%slopes D EcA Chippewa and Alden soils, o-8%slopes D FdB Fredon silt loam, 0-5% slopes B/D HdC Howard gravelly loam, 5-15%slopes A HpE Howard and Palmyra soils, 25-35% slopes A LaB Lan ford channery silt loam, 2-8% slopes D PhB Phelps gravelly silt loam, 3-8%slopes B/D Soil type(s) were identified based on information available from the United States Department of Agriculture's Web Soil Survey(Appendix E). 1.7. Groundwater Nine (9) test pit excavations, designated as TP-oo1N through TP-oo9N, were performed on November 15, 2023, by P.W. Grosser Consulting, Inc. Groundwater was encountered in test pits TP-oo8N at 6 ft below grade surface(bgs) and TP-oo9N at loft bgs.These test pits were located on the eastern side of the property and were the closest in proximity to the wetland area on the eastern side of the site area. Refer to the Preliminary Geotechnical Report(Appendix F). 1.8. Precipitation Data Precipitation data for the site was acquired using the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 1o, Version 3 Point Precipitation Frequency Estimates online tool (Appendix G). Table 2 below lists the precipitation amounts for various storm events for the Site. Table 2 — Site Precipitation Data Storm Event Precipitation(in) 1-Year, 24-Hour 2.01 2-Year, 24-Hour 2.45 10-Year, 24-Hour 3.75 too-year, 24-Hour 5.83 O. POLLUTION PREVENTION PLAN PAGE 8 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 1.9. Project Permitting and Compliance 1.9.1. State Pollution Discharge Elimination System General(SPDES) Permit This SWPPP has been prepared in accordance with the substantive requirements of the Permit GP-0-25-001 (Appendix Q. Activities included in this SWPPP require coverage under the Permit GP-0-25-001 as this project will disturb more than one (1) acre. A Notice of Intent (NOI) form will be submitted to the NYSDEC for this project (Appendix F). The NOI will include SWPPP Preparer and project Owner/Operator certification forms. 1.9.2. Municipal Separate Stormwater Sewer System Permit Based on the NYSDEC Stormwater Interactive Map, the Site does not lie within a Municipal Separate Stormwater Sewer System(MS4). 1.9.3. Office of Parks,Recreation and Historic Preservation Review In accordance with the GP-0-25-ooi, any construction activities that have the potential to affect historic and/or archaeological resources are not eligible for coverage under the general permit unless the screening and consultation process specified in the Letter of Resolution that was developed between the NYSDEC and the NYS Office of Parks, Recreation and Historic Preservation (OPRHP) has been completed and the required documentation demonstrating that potential impacts have been avoided or mitigated is obtained and maintained on-site. Review of the New York State Cultural Resource Information System(CRIS)indicates that the Site does not lie within an archeological sensitive area and there are no registered historic resources within the vicinity of the Site.It is noted that Bergmann and Associates, Inc. submitted a project consultation with OPRHP and a No Impact determination was issued on October 26, 2022,which is included as Appendix H. 1.9.4. Climate Change Resiliency Planning As climate change is expected to cause a range of impacts, including temperature, precipitation, sea level rise, and frequency of extreme storms, NYS has adopted the Community Risk and Resiliency Act (CRRA). The following measures have been taken in order to mitigate any changes due to climate change: • Solar panels are able to operate at a wide range of temperatures. • The proposed solar farm is located outside of flood zones, electrical equipment is located above the ground surface on a concrete slab. • The site is designed to not amplify the effects of increasing large storm frequencies. • The site is to be seeded with a native pollinator grass that is drought resistant STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 2.0 CONSTRUCTION SEQUENCE AND SCHEDULING This section outlines the general sequence of activities that will take place prior to, during and following development of the Site regarding the implementation of erosion and sediment control measures. Specific construction activity sequencing may vary depending on actual field conditions encountered at time of construction or as the project progresses. Any implemented changes to the construction sequencing will be completed in compliance with applicable regulatory requirements and the overall objectives described in Section 1.o. Additional sequence and phasing information can be found on the Construction Drawings (Appendix D). The general sequence of activities which require soil disturbance will include the following items described below: 1. Install erosion and sediment controls per the requirements of this SWPPP.The primary controls to be installed will include a stabilized construction entrance (SCE), silt fence and drop inlet protection, as necessary. 2. Perform pre-construction site assessment, which will include the Engineer, Qualified Inspector, contractor/subcontractors and other relevant personnel, to confirm all appropriate erosion and sediment controls are in place and properly installed. 3. Clear project location of vegetation and overgrowth. 4. Strip and segregate existing topsoil and gravel, where possible, for potential reuse during restoration. 5. Grade site per Sheet C-200 of the Construction Drawings(Appendix D). 6. Grading and installation of gravel access road. The sub-grade material where the driveway is to be installed will be decompacted per NYSDEC's "deep-ripping and decompaction" manual, dated April 20o8. The contractor will avoid frequent heavy traffic on the limited-use pervious gravel. 7. Installation of remaining temporary and permanent erosion and sediment controls(i.e., infiltration trenches and grassed waterways). 8. Perform seedbed preparation activities(e.g.,topsoiling,surface roughening,fertilizing, and liming) in areas to be vegetated. 9. Installation of deer fence, solar arrays, utilities, and appurtenances. Trench excavation/backfill areas will be stabilized progressively with the Ernest Northeast Solar Pollinator 3'Mix. lo. Complete plantings per the specifications and layout outlined in the Construction Drawings (Appendix D). 11. Remove SCE, all construction equipment, materials, support facilities, and project- derived waste from the Site. 12. Remove all remaining erosion and sediment controls upon final stabilization and inspection in accordance with Section 4.6. STORMWATER POLLUTION PREVENTION PLAN PAGE io P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS Specific construction activity scheduling may vary depending on field conditions encountered at the time of construction. The construction sequence described below is expected to start in Fall of 2025. STORMWATER POLLUTION PREVENTION PLAN PAGE P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS 3.0 POST-CONSTRUCTION STORMWATER MANAGEMENT Development of the Site would include erosion and sediment control practices, as well as post-construction stormwater management practices, to reduce the pollutants in stormwater discharges. It is noted the proposed development would increase the impervious area on-site by approximately 0.02 acres.Infiltration Trenches are proposed to meet the total WQv and RRv requirements and to attenuate peak runoff flow for the Qf and Qp to pre-construction conditions. A hydraulic analysis of pre-development and post development conditions has been performed and is discussed below. 3.1. Water Quality Volume Calculations The proposed development for the Site involves the construction of a solar facility, access road,fencing and drainage components.The Water Quality Volume(WQv) sizing criteria has been addressed by designing the solar panels to be constructed on post systems (or approved equal), which are elevated off the ground surface, designing the solar panels to be spaced apart and sloped to allow rainwater to flow off as sheet flow. Lastly,the ground surface below the panels would be established with vegetative cover. Post-development, stormwater runoff would flow through the infiltration trenches throughout the solar facility. WQv calculations for each drainage area have been included in Appendix I. Based on the NYSDEC 9oth percentile contour lines, the go%rainfall event for the Site is assumed to be one (1) inch. Based on the calculations, the drainage area provides more storage volume than what is required to capture, treat and discharge i00% of the WQv calculated. Table 3 —Water Quality Volume and Runoff Reduction Requirements QualitySubcatchment _Fwater Volume(ac-ft) i 0.045 0 2 o.o66 0.0003 3 0.020 0.0004 4 0.005 0 Total 0.136 0.0007 Water quality volume has been provided in the form of infiltration trenches. The storage provided is summarized below in table 4. STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTIONS Table 4 — Runoff Reduction Storage Provided 1 0.21 2 0.22 3 0.02 4 0 Total 0.45 *No storage has been provided for sub-catchment 4 because of the minimal required storage. Runoff from this area discharges directly to a wooded area. 3.2.Water Quantity Volume Calculations 3.2.1. Pre-Development Conditions Analysis A pre-development analysis was conducted to establish the existing conditions peak discharge rates for the 1-, 10- and too-year frequency storm events. The discharge values correspond to the Channel Protection Volume(Cpv), Overbank Flood Control Criteria (Qp) and Extreme Flood Control Criteria (Qf) sizing criteria per GP-0-25- 001. Design Points represent locations on-site within the area of disturbance where stormwater exits from the site. Pre- and post-construction sub catchment areas have been identified with design points labeled as well. Design Points for the pre- and post-construction conditions are described below in Table 5 and are presented on Figure SWP-too in Appendix D: Table 5 — Pre and Post-Construction Stormwater Design Points Design Point Description DP-1 Discharge to the south of the project area(Sub-catchment 1) DP-2 Discharge to the northeast of the project area(Sub-catchment 2) DP-3 Discharge to the southwest of the project area(Sub-catchment 3) DP-4 Discharge to the north of the project area(Sub-catchment 4) *See appendix I for sub-catchment delineation. Existing land cover types and their respective areas were identified and delineated using BING aerial imagery and AutoCAD Civil3D to calculate the weighted Curve Number(CN)for each of the drainage areas. Time of concentration(Tc)paths for each individual drainage area were determined for the Site utilizing available topography data and calculated using United States Department of Agriculture (USDA) Technical Release 55 (TR-55) Urban Hydrology for Small Watersheds methodology for calculating travel time for sheet flow and shallow concentrated flow as applicable. Peak discharges for each drainage area were calculated for the 1-, 10- and too-Year, 24-hour storm events using the SCS Method for Type II rainfall distribution using STORMWATERPOLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM is BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS HydroCAD software.The existing conditions peak discharges for each drainage area are summarized in Table 6 below and shown in more detail in Appendix I. Table 6 — Pre-Developed Drainage Conditions Summary Peak Peak .. Weightedak Discharge Discharge Discharge Drainage Area 00 1 lo.84 46 17.8 0.0 0.27 6.76 2 15.77 54 26.4 0.02 3.02 16.79 3 4.72 30 20.9 0.0 0.0 0.03 4 1.29 30 15.5 0.0 0.0 0.01 Total 32.62 - - 0.02 3.29 23.59 3.2.2. Post-Development Conditions Analysis A post-development analysis was conducted to establish the existing conditions peak discharge rates for the 1-, lo- and too-Year, 24-hour storm events. The discharge values correspond to the Cpv, Qp and Qf sizing criteria per GP-0-25-001. It is noted that the proposed solar panels will not be considered as impervious material until the NYSDEC provides further guidance on modeling solar panels in relation to stormwater runoff. A Conceptual Grading and Drainage Plan is depicted on Sheet C-200 in Appendix D. Peak discharges for each drainage area were calculated for the 1-,io-,and loo-Year, 24-hour storm events using the SCS Method for Type II rainfall distribution using HydroCAD software. The post-developed conditions peak discharges for each drainage area are summarized in Table 7. STORMWATER POLLUTION PREVENTION PLAN P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 40PACC CLIENT DRIVEN SOLUTIONS Table 7 - Post-Development Drainage Conditions Summary Peak Peak Peak Discharge Dischargelli Discharge 0• Storm Hour Storm Storm lA 2.46 45 5.7 0.0 0.0 0.12 1B 2.72 58 8.9 0.0 0.0 0.58 iC 5.66 46 14.6 0.0 0.14 4.03 1 Subtotal 10.84 - - 0.0 0.14 4.73 2A 5.30 44 13.1 0.0 0.0 0.46 2B 10.47 6o 26.4 0.0 3.o6 16.48 2 Subtotal 15.77 - - 0.0 3.o6 16.94 3 Subtotal 4.72 30 io.8 o.o 0.0 0.03 4 Subtotal 1.29 38 15.5 0.0 0.0 0.14 Total 32.62 - - 0.0 3.20 21.84 3.2.3. Post construction stormwater controls: Post construction stormwater controls are proposed for the site to reduce the peak discharge rates for the 1, 10 and 100 year storm events. Standard stormwater management practices per the NYSDEC Stormwater Management Design Manual have been incorporated into the post construction stormwater controls reduce the peak discharge rates to pre- construction levels. Post construction stormwater controls selected for the site include: • Infiltration trenches • Grassed Waterways The total storage for each sub-catchment area provided by the infiltration trenches is designed for the water quality volumes and to attenuate peak flows to pre-construction conditions. 3.3• Summary of Post Stormwater Controls WQv is proposed to be reduced through use of Standard Stormwater Management Practices Acceptable for Water Quality which would include the utilization of infiltration trenches . Infiltration trenches have been designed for each subcatchment area, and area proposed throughout the site. The volume of the proposed infiltration trenches exceeds the total WQv(i.e., 0.136 acre-feet)for the Site, and the WQv for each individual subcatchment,which is shown in 4 in Section 3.1. O. R POLLUTION PREVENTION PLAN P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•VAW-PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION_ The pre-development conditions compared to the post-development conditions indicate that peak discharge is reduced for all three(3)criteria, specifically,the Channel Protection Volume, Overbank Flood Control Criteria, and the Extreme Flood Control Criteria,which is shown below in Table S. Table 8 — Pre and Post Development Drainage Conditions Summary Criteria Channel Protection Volume(Cpv) Peak Discharge Pre-Development(cfs) 0.02 1-Year, Post-Development(cfs) 0.00 24-Hour Percent Change -100% Overbank Flood Control Criteria(Qp) Peak Discharge Pre-Development(cfs) 3.29 10-Year, Post-Development(cfs) 3.20 24-Hour Percent Change -2.7% Extreme Flood Control Criteria(Qf) Peak Discharge Pre-Development(cfs) 23.59 too-Year, Post-Development(cfs) 21.84 24-Hour Percent Change -7.4% 3.4•Post-Construction Maintenance The estimated maintenance schedule for the post-construction stormwater management practices is summarized below.The Owner/Operator would be responsible for ensuring proper maintenance is performed as needed. 1. Grassed waterways and infiltration trenches a. Sediment and rubbish removal should be done at least twice a year or as necessary to ensure the system is functioning properly. A Drainage Landscape Operation, Maintenance and Management Inspection Checklist is included as Appendix J. STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 4.0 EROSION AND SEDIMENT CONTROL The purpose of this section is to identify and address pollutants that could impact stormwater during construction activities. Site-related pollutants include concrete, dust and other debris. Activities that could impact stormwater include earthwork, waste disposal, and vehicular traffic. Site-related pollutants can originate from the handling, sorting, temporary storage, transport and disposal of soil, stone, and debris that will be generated from site activities. This section also serves to identify the types of temporary and permanent erosion and sediment controls that will be used during site activities. All erosion and sediment controls will be installed and maintained in accordance with the latest edition of the NYS Standards and Specifications for Erosion and Sediment Control (NYS Standards and Specifications). Erosion and sediment controls specific to this project are provided in the Construction Drawings (Appendix D). 4.1. Identification and Control of Potential Stormwater Pollutants 4.1.1. Significant Material Inventory Pollutants that result from the redevelopment of the site that have the potential to be present in stormwater runoff are listed in Table 9. Table 9 — Potential Site Stormwater Pollutants Trade Chemical/Phsical Pollutants Description Wastewater from demolition Water Soil, oil&grease, solids equipment Hydraulic oil/fluids Brown oily petroleum Mineral oil hydrocarbon Gasoline Colorless, pale brown or pink Benzene, ethylbenzene, petroleum hydrocarbon toluene,xylenes Clear,blue-green to yellow Petroleum distillate, oil& Diesel Fuel liquid grease, naphthalene, xylenes Kerosene Pale yellow liquid petroleum Coal oil, petroleum Hydrocarbon distillates Ethylene glycol, propylene Antifreeze/coolant Clear green/yellow liquid glycol, heavy metals (copper, lead, zinc) Erosion Solid particles Soil, sediment 4.1.2. Potential Sources for Stormwater Pollution The following potential source areas of stormwater pollution were identified and evaluated: • Construction Site Entrance STORMWATER POLLUTION PREVENTION PLAN PAGE17 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION_ • Drive Area Construction • Construction Equipment • Construction Material and Equipment Staging Areas • Waste Material Staging Areas • Topsoil and Fill Material Staging Areas • Clearing And Grading Areas • Utility Installation Table 10 presents site-specific information regarding the stormwater pollution potential from each of these areas. Table 10 — Locations of Potential Sources of Stormwater Pollution Potential Stormwater Potential Pollutants Potential Problem Pollution Point Leaking hydraulic oil and antifreeze from clearing and Construction Site Entrances, grading equipment. Gasoline and Drive Areas, Construction Hydraulic oil, diesel fuel spills while fueling Material and Equipment gasoline, antifreeze, equipment, and erosion of Staging Areas, and Waste soil erosion exposed and stockpiled soils. Material Staging Areas. Tracking of soil into the road through the construction site entrance(s). Soil erosion, SVOCs, metals, Landscaping Erosion of soils from clearing Clearing And Grading Areas, materials(e.g., mulch, and grading areas have the Topsoil and Fill Material fertilizer,pesticides potential to discharge into local Storage Areas and PCBs),Vegetative surface water bodies. debris from clearing operations Erosion of soils from excavation Utility Installation Soil erosion and grading areas have the potential to be discharged from the site. 4.1.3. Good Housekeeping Practices to Minimize Stormwater Pollution Good housekeeping and spill control practices will be followed during site activities to minimize stormwater contamination from concrete,petroleum products and waste materials. Good housekeeping and spill control practices include the following: • Materials and equipment necessary for spill cleanup shall be maintained onsite in the equipment and waste material storage area,covered and secured. Equipment will include, but is not limited to, brooms, dust pans, mops, rags, gloves, goggles,plastic trash containers and trash liners. • On-site vehicles shall be monitored for leaks and will receive regular preventive maintenance to reduce the possibility of leakage. STORMWATER POLLUTION PREVENTION PLAN PAGE 18 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION_ • Petroleum products shall be stored in tightly sealed containers which are clearly labeled. • Spill kits shall be included with all fueling sources and maintenance activities. • Spills shall be cleaned up immediately upon discovery. Spills large enough to reach the surface waters will be reported to the National Response Center at 1- 800-424-8802. • Dump trucks hauling material from the site shall be covered with a tarpaulin. • Paved streets adjacent to the site entrances shall be swept as needed to remove excess mud, dirt, or rock tracked from the site. • Ruts caused by equipment used for clearing and grubbing shall be regraded. 4.2.Temporary Erosion and Sediment Controls Temporary erosion and sediment control measures will be installed prior to initiation of soil disturbing activities. This section identifies the types of temporary erosion and sediment controls that will be used during site activities. Each of the practices listed below are located and detailed Construction Drawings (Appendix D). 4.2.1. Site Planning and Prevention Measures This project will implement the following site planning and prevention measures for effective temporary and final erosion control during construction: • The contractor and Owner will work together to properly plan and sequence construction events in an effort to minimize the time that soil and stockpiled materials are exposed. • Temporary stockpiles of soil will be located in upland areas where stockpiles are protected from significant runoff. Additional stormwater perimeter controls may be required at downgradient locations. • Restore the surface (i.e., achieve the design grade and establish the vegetative cover or gravel) as soon as possible. • The contractor and Owner will evaluate site conditions prior to site clearing to determine if existing vegetation can be preserved or transplanted to the extent practical. 4.2.2. Stabilized Construction Entrance An SCE will be installed at the proposed Site ingress/egress along South Main Street at the location indicated in the Construction Drawings (Appendix D) and will be maintained throughout construction. The SCE shall be constructed with a 6-inch minimum layer of stone as indicated on the detail provided in the Construction Drawings (Appendix D). The length of the SCE should be a minimum of 50 feet. The exact locations and lengths of the SCEs shall be determined by the contractor and Owner's on-site representative on a case- by-case basis. The stabilized entrance shall capture mud and debris from vehicles before entering public roads to minimize the tracking of sediments off the property and will assist in controlling dust on the site. The contractor will be responsible for STORMWATER POLLUTION PREVENTION PLAN P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTION, placing additional stone on the SCE as site activities progresses as necessary to maintain effectiveness. The SCE would be constructed such that any stormwater runoff that exits the Site would flow through the SCE to allow for the SCE to assist in filtering out sediment from the stormwater runoff.Additional SCEs would be installed as necessary at the work site if additional entrances are required as part of the proposed Work. The SCE(s) are to remain in place for the duration of the Work and until final site stabilization. 4.2.3• Perimeter Sediment Controls Silt fencing with wire mesh backing will be used to reduce the potential migration of suspended sediments from work areas to downgradient off-site areas.Silt fence will be installed along the limits of disturbance as well as on the vulnerable side of soil stockpiles (where applicable) and extend approximately 2o% around the perimeters. The locations of the silt fence are as shown on Sheet C-201 of the Construction Drawings (Appendix D) and will be positioned parallel to the existing contours to the extent practical.Silt fence may also be installed around construction material and equipment staging areas, and as otherwise needed to control potential off-site migration of suspended sediments in sheet flow. 4.2.4• Drop Inlet Protection The silt fence will remain until all construction activities are completed. Care will be taken to install drop inlet protection for any drainage structures(if applicable)along South Main Street to prevent sediment build-up. 4.2.5• Dust Control Dust (particulate matter) control measures shall be implemented throughout the duration of the construction activities. The following dust control measures shall be implemented in driving areas: • Limit on-site vehicle speed limits. • Sweeping of roadways and other hard surfaces. • Spray water from a domestic water supply on dry material being loaded on trucks that might release dust. Water for dust suppression shall be applied such that runoff does not occur and excessive "water weight" is not added to the soil. • Cover trucks carrying loose material such as debris generated by site activities, excavated soil or fill and verify that the covers are properly sealed. The following dust control measures shall be implemented at soil stockpiles in non-driving areas: STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS • Spray water from a domestic water supply on stockpiles with appropriate distribution equipment that shall be kept on-site throughout the duration of the site activities. Water for dust suppression shall be applied such that runoff does not occur and excessive "water weight" is not added to the soil. • Cover stockpiles with plastic sheeting and verify that the covers are properly weighed down. 4.2.6. Temporary Seeding Temporary seeding of select areas may be implemented to reduce the potential for erosion and sediment transport from disturbed areas, bare soil areas, or soil stockpile areas.This seeding will be applied to provide a temporary protective cover on disturbed areas when construction activities have temporarily ceased, such as when preparing for winter shutdown, or to provide cover when permanent seed growth is delayed due to mid-summer heat or drought. If bare soil is exposed for more than 14 days,temporary seeding or other controls will be utilized to the extent practicable and will be initiated by the end of the next workday. Note that seeding should be performed promptly after completing the grading activities to minimize the need for surface roughening. Areas to be seeded will be scarified as needed prior to seeding. Ernest Northeast Solar Pollinator 3' Mix to be seeded throughout the project area. Runoff control measures shall be installed, as needed,prior to seeding to reduce the potential for erosion of the newly seeded area. 4.2.7. Topsoiling If seeding specification follows the "Permanent Seeding" Section, topsoil is not required at the project site. 4.2.8. Mulching Mulching will be performed immediately following seeding per NYS Standards and Specifications and the Landscape Plans and Details shown on the Construction Drawings (Appendix D). Mulching provides immediate erosion control during the establishment of vegetation, moderation of seedbed conditions (e.g., temperature and moisture) and serves as a dust control measure. Air-dried hay or straw mulch, free of undesirable seeds and course materials, will be applied at a rate of approximately two (2)tons (i.e., 100-12o bales)per acre. 4.2.9. Surface Roughening Surface roughening will aid in the establishment of vegetative cover from seed, reduce runoff velocity and increase infiltration, and trap sediment. Surface roughening includes creating horizontal grooves across a slope (i.e., perpendicular to the downslope direction) using a spike-tooth harrow, tilling equipment, disking attachments, or tracking the area with appropriate construction equipment. The type of surface roughening techniques will be determined in the field by the contractor and the Owner's on-site representative. STORMWATER POLLUTION PREVENTION PLAN PAGE 21 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS 4.3•Permanent Erosion and Sediment Controls 4.3.1. Permanent Seeding Permanent seeding and sodding shall be implemented per NYS Standards and Specifications and the Landscaping Plan shown on Sheet C-500 of the Construction Drawings (Appendix D). This seeding will be applied to provide a protective cover following achievement of final grades or during a long-term dormancy period (e.g., longer than one [1] year). Consistent with temporary seeding, permanent seeding should be done promptly after completing the final grading activities to minimize the need for surface roughening.Areas to be seeded will be scarified as needed prior to seeding. Runoff control measures will be installed, as needed, prior to seeding to reduce the potential for erosion of the newly seeded area. 4.3.2• water Bars Water bars are proposed for permanent erosion and stormwater controls across graded areas every 125 feet.Water bars are to be installed per the Site's design plans and per the Design Manual.Water bars are intermittent ridges constructed across a slope to limit the accumulation of erosive velocity of water by reducing energy at pre-designed intervals. 4.4•Maintenance of Erosion and Sediment Controls As indicated in Section 1.0, the contractor is responsible for all maintenance of erosion and sediment controls in accordance with this SWPPP. The following maintenance practices shall be used to maintain erosion and sediment controls: • Excess sediment buildup will be removed from silt fencing when it has reached one-third the height of the barrier/fence. Fabric will be replaced when bulges or tears develop; silt fencing will be reinstalled if the fabric is not securely attached to the wire mesh and fence posts, the fabric is not properly entrenched in the ground, or if the fence posts are not properly secured in the ground. • The SCE(s) will be stabilized by topping with aggregate as necessary and as construction proceeds.Sediment which is washed or tracked to public rights-of- way will be removed immediately. • Excess sediment buildup will be removed from drainage structures,if applicable. • Dust control will be implemented as necessary. • The Site shall be maintained and remain free of refuse and debris. • All seeded areas will be fertilized, reseeded as necessary, and mulched to maintain a vigorous, dense vegetative cover. 4.5• Pollution Prevention As indicated in Section 1.o and in addition to the good housekeeping practices discussed in Section 4.1.3, the contractor will implement measures to prevent spills from occurring and to properly respond to spill emergencies. STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 4.5.1• Spill Prevention Plan At a minimum, the Site will be equipped with at least one (1) spill kit consisting of sorbents, absorbent booms, and fire extinguishers.In the event of a spill or leakage, the contractor will be responsible for safely mitigating the source condition and removal/disposal of any impacted materials. The contractor will take the following precautions to minimize the potential for spills of fuel or lubricants during construction activities: • Place secondary containment measures around all fuel and lubricant storage tanks/units. • Perform refueling activities on level ground within designated vehicle/equipment maintenance and fueling areas, away from steep slopes and runoff conveyance features (e.g., ditches, storm sewers, catch basins, etc.). • Do not leave equipment unattended during refueling. • Smoking, snacking, eating, etc., only in areas designated for such activities, that are located away from the refueling area. • Engines will not be running when refilling fuel tanks. • Replacing fuel caps immediately after filling and before starting the engine. • Securing fuel pump dispensers when not in use to avoid accidental fuel release. • Perform inspections and tests of equipment and portable fuel tanks to check for leaks and evaluate the condition of hoses and connections. If leaks are observed, transfer the contents to an alternate tank/storage unit and replace the equipment/tank or repair the leak, as appropriate. • Maintain all equipment in accordance with the manufacturer's specifications. • Operate all vehicles and equipment safely and park them a safe distance away from site hazards and sensitive resources. 4.5.2• Spill Response Plan All spills will be immediately reported by the contractor to federal, state, and local agencies as required, as well as the Owner and Owner's representatives. Reporting requirements of spills to necessary agencies will be in accordance with applicable regulations, and would include the following: • Ceasing operation of the affected equipment. • Containing the spill: If the spilled material is floating on a water surface, spill-absorbent pads/booms will be placed across the path of the floating spill. If the spilled material sinks below the water surface, a dam, weir, or other containment method will be used to stop the flow of the spilled material. If the spill occurs on land, in a ditch, dam, or other, a containment unit will be constructed to stop the flow of the spilled material. Absorbent material will be applied as necessary. STORMWATER POLLUTION PREVENTION PLAN PAGE23 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 -WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS • Cleaning up the spill: Spills in water will be recovered using the most appropriate measure until the spilled material is recovered(and no sheens or other evidence of the spill are observed). Spills on land will be recovered using pumps, sorbent material, hand tools, and/or heavy equipment, as necessary, until the spilled material is recovered. • Containerizing spill materials: Spilled materials, impacted soils, sorbent pads, and other spill cleanup or containment materials will be containerized in NYS Department of Transportation-approved containers. The containers will be labeled with the waste type and date of accumulation in accordance with applicable regulations. Samples will be collected to characterize the spilled materials for disposal, as required. • Disposing of spill materials: Impacted materials and spill cleanup debris will be disposed of at a facility permitted to accept such materials. • Performing post-spill maintenance: Following cleanup of the spill, the contractor's project manager will verify that all used spill cleanup material and equipment have been disposed,or decontaminated,as appropriate.If the equipment that caused the spill cannot be properly repaired, replacement equipment will be obtained. In the event of a spill and/or emergency, the contractor's project manager will also complete the activities described below: • Immediately notify appropriate site personnel (i.e., Owner's on-site representative). • Inform all site personnel of any potential hazards and required levels of personal protective equipment(PPE)to conduct the cleanup. • Record the following information pertaining to the spill: o Name of the person(s) who identified and reported the spill incident; o Date,time and location; o Brief description and cause of the spill; o Estimated quantity and type of material spilled; o Extent and description of impacts to soil, sediment, and water from the spill; o Any damages or injuries related to the spill; and o Actions completed to stop, contain or control, and clean up the spill. • If there is an immediate threat to human health or the environment, the contractor will promptly notify the appropriate authorities (i.e., local police, fire department, hospitals, and state and local emergency response teams). • Coordinate spill reporting to the appropriate agencies (e.g., NYSDEC). 4.6.Final Stabilization and Cleanup After construction is complete the disturbed areas not containing pavement, riprap, cobble, etc.,will be permanently stabilized.Once construction activities are complete in an area, it shall be stabilized with permanent seed and mulch within seven(7) days. STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS The temporary control measures other than perimeter controls will be removed during final grading. The temporary perimeter controls (e.g., silt fence)will not be removed until all construction activities at the Site are complete and soils have been stabilized. O. . POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 5.0 CERTIFICATIONS 5.1. Preparers Certifications "I certify that this document and all attachments were prepared under my direction and supervision in accordance with the current SPDES General Permit. Qualified personnel performed due diligence in gathering and evaluating the information contained in this SWPPP. Based on my design and inquiry of the Owners and/or sponsors of the project, the information contained in this SWPPP is true, accurate, and complete.I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment." Michael Scanlon, PE gawl Preparers' Name Signature Project Manager P.W.Grosser Consulting Title Firm Name 63o Johnson Avenue, Suite 7, Bohemia, NY 11716 (631 589-6353 Firm Address Firm Telephone Number South Main Street, Town of Groton, New York 13073 Site Address 7/22/2025 Certification Date STORMWATER POLLUTION PREVENTION PLAN PAGE26 P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPACC CLIENT DRIVEN SOLUTIONS 5.2.Contractors&Subcontractors Compliance Certifications "I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the Qualified Inspector during a site inspection.I also understand that the Owner or Operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from site activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." Trained Contractor's Name Signature Responsible for the following SWPPP Measures: Title 1. 2. Firm Name 3• 4. Firm Address 5. 6. Firm Telephone Number 7• 8. Site Address 9. 10. Certification Date STORMWATER POLLUTION P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 .WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX A NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITY (GP-0-25-001) �,�TORft�WAT�ER �ON POLLUTINU NENN�PLAN NTIO �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWWPWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT N W YORK Departmentof OPPORTUNITY Environmental Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP- 0-20-001 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2020 Expiration Date: January 28, 2025 John J. Ferguson Chief Permit Administrator a�? f_ `2 7-0 uthorized Signature I Date Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 PREFACE Pursuant to Section 402 of the Clean Water Act ("CWA"), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES') permit or by a state permit program. New York administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of "construction activity', as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. PERMIT COVERAGE AND LIMITATIONS.............................................................1 A. Permit Application .................................................................................................1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post-construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality.....................................................................................8 E. Eligibility Under This General Permit.....................................................................9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part II. PERMIT COVERAGE...........................................................................................12 A. How to Obtain Coverage.....................................................................................12 B. Notice of Intent (NOI) Submittal ..........................................................................13 C. Permit Authorization............................................................................................13 D. General Requirements For Owners or Operators With Permit Coverage ...........15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002.......................17 F. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...........................18 A. General SWPPP Requirements ..........................................................................18 B. Required SWPPP Contents ................................................................................20 C. Required SWPPP Components by Project Type.................................................24 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS .....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements .............................................24 C. Qualified Inspector Inspection Requirements......................................................25 Part V. TERMINATION OF PERMIT COVERAGE...........................................................29 A. Termination of Permit Coverage .........................................................................29 Part VI. REPORTING AND RETENTION RECORDS......................................................31 A. Record Retention ................................................................................................31 B. Addresses ...........................................................................................................31 Part VII. STANDARD PERMIT CONDITIONS..................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit........................................................32 C. Enforcement........................................................................................................32 D. Need to Halt or Reduce Activity Not a Defense...................................................32 E. Duty to Mitigate ...................................................................................................33 F. Duty to Provide Information.................................................................................33 G. Other Information ................................................................................................33 H. Signatory Requirements......................................................................................33 I. Property Rights ...................................................................................................35 J. Severability..........................................................................................................35 K. Requirement to Obtain Coverage Under an Alternative Permit...........................35 L. Proper Operation and Maintenance ....................................................................36 M. Inspection and Entry ...........................................................................................36 N. Permit Actions.....................................................................................................37 O. Definitions ...........................................................................................................37 P. Re-Opener Clause ..............................................................................................37 Q. Penalties for Falsification of Forms and Reports.................................................37 R. Other Permits......................................................................................................38 APPENDIX A —Acronyms and Definitions .......................................................................39 Acronyms......................................................................................................................39 Definitions.....................................................................................................................40 APPENDIX B — Required SWPPP Components by Project Type ....................................48 Table1..........................................................................................................................48 Table2..........................................................................................................................50 APPENDIX C —Watersheds Requiring Enhanced Phosphorus Removal........................52 APPENDIX D —Watersheds with Lower Disturbance Threshold .....................................58 APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) ...........59 APPENDIX F — List of NYS DEC Regional Offices ..........................................................65 (Part 1) Part 1. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(15)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part 1.B.1. (a) — (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part 1.B.1.(a) — (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the 1 (Part 1.B.1) deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges, including both peak flowrates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments 2 (Part 1.B.1.b) listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; 3 (Part 13.1.e.iii) (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices ("SMPs") are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality Volume ("WQv") by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. 4 (Part I.C.2.a.ii) For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria ("Qf"): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be 5 (Part I.C.2.b.i) calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. 6 (Part I.C.2.c) c. Sizing Criteria for Redevelopment Activity (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site 7 (Part I.C.2.d) d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. 8 (Part LE) E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: "Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned"; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or 9 (Part I.F.4) operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non-jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.D.2 of this permit; 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover, and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or "1=" (regardless of the map unit name), or a combination of the three designations. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which are undertaken on land with no existing impervious cover, and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase "D" (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase "E" or "1=" (regardless of the map unit name), or a combination of the three designations. 10 (Part I.F.8) 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.D.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: 11 (Part I.F.8.c) (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. PERMIT COVERAGE A. How to Obtain Coverage 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have the SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. 12 (Part 113) B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOl) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address: NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4t" Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA's 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department's online NOI. 3. The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer Certification" statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA') (see 6 NYCRR Part 621), or the equivalent from another New York State agency, have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits 13 (Part II.C.2.b) must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNO1) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. 14 (Part H.C.1b) b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNO1) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance" form. 4. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor's or subcontractor's certification statement (see Part III.A.6.), and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land 15 (Part II.D.3) use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site-specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements or consistent with Part VII.K.. 5. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the 16 (Part II.D.6) regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-20-001. F. Change of Owner or Operator 1. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part 1I.B.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. 3. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or 17 (Part II1.3) operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; 18 (Part III.A.4.b) b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator 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; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with 19 (Part III.A.6) the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project 20 (Part III.B.1.b) b. 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 disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); flood plain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other activity at the site that results in soil disturbance; e. 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; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection 21 (Part 111.B.1 J) schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component — The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; 22 (Part III.B.2.b) b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post- development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 23 (Part 111.B.3) 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part III.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.B.2 or 3 of this permit. Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post-construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part W.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall 24 (Part IV.B.1) begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.13.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: ■ licensed Professional Engineer, ■ Certified Professional in Erosion and Sediment Control (CPESC), ■ New York State Erosion and Sediment Control Certificate Program holder ■ Registered Landscape Architect, or ■ someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located 25 (Part IV.C.1.a) in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part 11.D.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. 26 (Part IV.C.2.d) d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.B.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: 27 (Part IV.C.4.a) a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post- construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and 28 (Part W.C.4.1) I. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.D.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.13.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; 29 (Part V.A.2.b) b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the "MS4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certification(s) required in Part V.A.3. of this permit. 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right-of- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, 30 (Part V.A.5.b) b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.13.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water 31 (Part VI LA) Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non- compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 32 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner oroperator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post-construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOls and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: 33 (Part VII.H.1.a) (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes- (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, 34 (Part VII.H.2.b) superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall 35 (Part VII.K.1) include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner's or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 36 (Part VI I.M.3) 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operatorfor a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. 37 (Part VILR) R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 38 APPENDIX A— Acronyms and Definitions Acronyms APO — Agency Preservation Officer BMP — Best Management Practice CPESC — Certified Professional in Erosion and Sediment Control Cpv— Channel Protection Volume CWA— Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW — Division of Water EAF — Environmental Assessment Form ECL - Environmental Conservation Law EPA — U. S. Environmental Protection Agency HSG — Hydrologic Soil Group MS4 — Municipal Separate Storm Sewer System NOI — Notice of Intent NOT — Notice of Termination NPDES — National Pollutant Discharge Elimination System OPRHP — Office of Parks, Recreation and Historic Places Qf— Extreme Flood Qp — Overbank Flood RRv — Runoff Reduction Volume RWE — Regional Water Engineer SEQR — State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA — State Historic Preservation Act SPDES — State Pollutant Discharge Elimination System SWPPP — Stormwater Pollution Prevention Plan TMDL — Total Maximum Daily Load UPA — Uniform Procedures Act USDA — United States Department of Agriculture WQv —Water Quality Volume 39 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building — a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property —means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater". Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for "Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Site — means the land area where construction activity(ies) will occur. See definition for "Commence (Commencement oo Construction Activities"and "Larger Common Plan of Development or Sale"also. Dewatering — means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system 40 Appendix A and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Embankment —means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species — see 6 NYCRR Part 182 of the Department's rules and regulations for definition of terms and requirements. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750-1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property — means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. 41 Appendix A Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize — means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer, and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). Natural Buffer—means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development — means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. 42 Appendix A New York State Erosion and Sediment Control Certificate Program — a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank —means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. Performance Criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 43 Appendix A Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) — means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is authorized to discharge under New York State DEC's 44 Appendix A SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York's Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: ■ Re-grading of gravel roads or parking lots, ■ Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, ■ Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), ■ Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment, ■ Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, ■ Long-term use of equipment storage areas at or near highway maintenance facilities, ■ Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, ■ Existing use of Canal Corp owned upland disposal sites for the canal, and ■ Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations — means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria — means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. 45 Appendix A Steep Slope — means land area designated on the current United States Department of Agriculture ("USDA") Soil Survey as Soil Slope Phase "D", (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank — as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) — means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operatorwill implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor - means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed 46 Appendix A training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 47 APPENDIX B — Required SWPPP Components by Project Type Table 1 Construction Activities that Require the Preparation of a SWPPP That Only Includes Erosion and Sediment Controls The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics 48 Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) excluding projects that alter hydrology from pre to post development conditions, • Athletic fields (natural grass)that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established, and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete 49 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d)segments listed in Appendix E • Single family home that disturbs five (5)or more acres of land • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building(e.g. silo) and structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State"that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 50 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • Athletic fields (natural grass)that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project, wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 51 APPENDIX C — Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed — Figure 4 • Kinderhook Lake Watershed — Figure 5 52 Appendix C Figure 1 - New York City Watershed East of the Hudson EEKMAN EAST FISHKILL PAWLING I ATTERSON KENT SOUTHEAST PUT AM VALLE [ w CARMEL BIR WSTER N RTH SALEM SOMERS COR A T WISBORO RKTOW EDFORD D N RIDG OUN K CO W TILE RTH CAST M U LEASAN HA SON 0 EOH Watershed 53 Appendix C Figure 2 - Onondaga Lake Watershed CLAY CICERO VAN BUREN NO H US LI C L SALINA M N US LV EAST SE AM�US G DD ELBRI DG SYRACU DEWITT A�ELLUS SKAN ATEL S ❑NONDAGA LAFAYET E OTISCO PAFF D TU LLY n L.J 0 Phosphorus Wate s e REBLE 54 Appendix C Figure 3 - Greenwood Lake Watershed WARWICK GREENWOOD LAKE 0 Phosphorus Watershed 55 Appendix C Figure 4 - Oscawana Lake Watershed PHILIPSTON ,. KENT PUTNAM VALLEY 05CAWANA LAKE CARMEL Phosphorus Watershed 56 Appendix C Figure 5 - Kinderhook Lake Watershed a1# D LAKE EAST GREENSUSM NAS SAU SCHDDADK NEW LEBANON KINIIERHDDK GHLATHJVN CANAAN Town,Village,or City aourrdwy for New York S4aLB a I _ r•. KmduMook LaHC Wak mM d 57 APPENDIX D — Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 58 APPENDIX E — 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity(e.g. silt, sediment or nutrients). The list was developed using "The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy" dated November 2016. Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual'), dated January 2015. COUNTY WATERBODY POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver(Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 59 303(d) Segments Impaired by Construction Related Pollutant(s) Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain,South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 60 303(d) Segments Impaired by Construction Related Pollutant(s) Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment-West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel,west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh)to East Bay Nutrients Nassau Tribs (fresh)to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline,Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 61 303(d) Segments Impaired by Construction Related Pollutant(s) Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline,Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 62 303(d) Segments Impaired by Construction Related Pollutant(s) Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay,West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay,West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County,West Nutrients Suffolk Mattituck(Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay,West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 63 303(d) Segments Impaired by Construction Related Pollutant(s) Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester(East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper,and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 64 APPENDIX F — List of NYS DEC Regional Offices DIVISIONIF OF DIVISIONOF COVERINGRegion - • FOLLOWING COUNTIES: PERMIT ADMINISTRATOKb 50 CIRCLE ROAD 50 CIRCLE ROAD NASSAU AND SUFFOLK STONY BROOK,NY 11790 STONY BROOK,NY 11790-3409 TEL.(631)444-0365 TEL.(631)444-0405 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, 2 BRONX,KINGS,NEW YORK, 47-40 21 ST ST. 47-40 21 ST ST. QUEENS AND RICHMOND LONG ISLAND CITY,NY 11101-5407 LONG ISLAND CITY,NY 11101-5407 TEL.(718)482-4997 TEL.(718)482-4933 DUTCHESS,ORANGE,PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE,SUITE 1 W 3 ROCKLAND,SULLIVAN,ULSTER NEW PALTZ,NY 12561-1696 WHITE PLAINS,NY 10603 AND WESTCHESTER TEL.(845)256-3059 TEL.(914)428-2505 ALBANY,COLUMBIA, DELAWARE,GREENE, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD 4 MONTGOMERY,OTSEGO, SCHENECTADY,NY 12306-2014 SCHENECTADY,NY 1 23 06-201 4 RENSSELAER,SCHENECTADY TEL.(518)357-2069 TEL.(518)357-2045 AND SCHOHARIE CLINTON,ESSEX,FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD 5 FULTON,HAMILTON, RAY BROOK,NY 12977-0296 WARRENSBURG,NY 12885-1172 TEL. SARATOGA,WARREN AND TEL.(518)897-1234 (518)623-1200 WASHINGTON I HERKIMER,JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING 6 LEWIS,ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET ST. LAWRENCE WATERTOWN, NY 13601-3787 UTICA, NY 13501-2885 TEL.(315) TEL.(315)785-2245 793-2554 BROOME,CAYUGA, CHENANGO,CORTLAND, 615 ERIE BLVD.WEST 615 ERIE BLVD.WEST 7 MADISON,ONONDAGA, SYRACUSE, NY 13204-2400 SYRACUSE, NY 13204-2400 OSWEGO,TIOGA AND TEL.(315)426-7438 TEL.(315)426-7500 TOMPKINS CHEMUNG,GENESEE, LIVINGSTON,MONROE, 6274 EAST AVON-LIMA 6274 EAST AVON-LIMA RD. 8 ONTARIO,ORLEANS, ROADAVON, NY 14414-9519 AVON, NY 14414-9519 SCHUYLER,SENECA, TEL.(585)226-2466 TEL.(585)226-2466 STEUBEN,WAYNE AND YATES ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVENUE 9 CATTARAUGUS, BUFFALO, NY 14203-2999 BUFFALO, NY 14203-2999 CHAUTAUQUA, ERIE, TEL.(716)851-7165 TEL.(716)851-7070 NIAGARA AND WYOMING 65 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX B NOTICE OF INTENT �,�TORft�WAT�ER �ON POLLUTINU NENN�PLAN NTIO �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.10 (Submission #: HQC-F26W-1ZW3W, version 1) Details Originally Started By michael Scanlon Submission ID HQC-F26W-1ZW3W Status Draft Form Input Eligibility Disturbance Threshold 1. Will the construction activity involve soil disturbances listed in Part I.A.1 of GP-0-25- 001? NONE PROVIDED Other SPDES Permits 2. Will the discharge from the construction activity meet all conditions listed in Part I.A.2 of GP-0-25-001? NONE PROVIDED Threatened and Endangered Species 3. Will the construction activity potentially adversely affect a species that is endangered or threatened per Part I.A.3.? NONE PROVIDED State Historic Preservation Act (SHPA) https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82dO-32091 cd2c54f/12 1/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 4. Is the construction activity designated by the Commissioner of the Office of Parks, Recreation and Historic Preservation (OPRHP), pursuant to 9 NYCRR §§428.12 or 428.13 as exempt from the SHPA review (see Attachment 2 of the Letter of Resolution between NYSDEC and OPRHP, dated January 9, 2015)? NONE PROVIDED State Environmental Quality Review (SEAR) 5. Is the construction activity subject to SEAR (Part I.A.5.), or the equivalent environmental review from another NYS or federal agency (Part I.A.6.)? NONE PROVIDED Uniform Procedures Act (UPA) Permits 6. Has the owner/operator obtained all necessary UPA permits from NYSDEC, or the equivalent from another NYS or federal agency per Part I.A.7.a. of GP-0-25-001? NONE PROVIDED Steep Slope 7. Is the construction activity within the watershed of surface waters of the State classified as AA or AA-S identified utilizing the Stormwater Interactive Map on NYSDEC's website? NONE PROVIDED Owner/Operator Information 8. Owner/Operator Name NONE PROVIDED 9. Owner/Operator Contact Person Information First and Last Name Phone E-mail NONE PROVIDED NONE PROVIDED NONE PROVIDED 10. Owner/Operator Mailing Address [NO STREET ADDRESS SPECIFIED] [NO CITY SPECIFIED], [NO STATE SPECIFIED][NO ZIP CODE SPECIFIED] USA 11. Is the billing contact different from the Owner/Operator Contact? NONE PROVIDED 12. What type of organization is the owner/operator? NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82d0-32091 cd2c54f/12 2/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 Site Information 13. Project/Site Name NONE PROVIDED 14. Site Address [NO STREET ADDRESS SPECIFIED] [NO CITY SPECIFIED], [NO STATE SPECIF/ED][NO ZIP CODE SPECIFIED] [NO COUNTY SPECIFIED] The project location must be within the state of New York. Please use the two-character state code, "NY". DEC Region NONE PROVIDED 15. Site Latitude & Longitude NONE PROVIDED Project Details 16. This eNOI submission is for: NONE PROVIDED 17. Does the project type fall under Table 1 or Table 2 of Appendix B of GP-0-25-001? If any portion of the construction activity falls under Table 2, regardless of the size of the disturbance, select "Table 2". NONE PROVIDED 18. Consistent with Part III.B.1.c.i. of GP-0-25-001, provide a concise overview of the project. Describe existing and proposed conditions, and include any other relevant information. NONE PROVIDED Enter the total project site acreage, the acreage to be disturbed, and the future impervious area (acreage) within the disturbed area, rounded to the nearest tenth of an acre. 19. Total Site Area (acres) NONE PROVIDED 20. Total Area to be Disturbed (acres) NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82d0-32091 cd2c54f/12 3/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 21. Existing Impervious Area to be Disturbed (acres) NONE PROVIDED 22. Future Impervious Area Within Disturbed Area (acres) NONE PROVIDED Nature of the project: NONE PROVIDED 23. Do you plan to disturb more than 5 acres of soil at any one time? NONE PROVIDED 24. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A(%) NONE PROVIDED B (%) NONE PROVIDED C (%) NONE PROVIDED D (%) NONE PROVIDED 25. Enter the planned start and end dates of the disturbance activities. Start Date NONE PROVIDED End Date NONE PROVIDED 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. NONE PROVIDED 27. Type of waterbody identified in question 26? NONE PROVIDED 28. Has the surface waterbody in question 26 been identified as a 303(d) segment in Appendix D of GP-0-25-001? NONE PROVIDED 29. Is this project located in one of the Watersheds identified in Appendix C of GP-0-25- 001? NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82dO-32091 cd2c54f/12 4/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eN01)GP-0-25-001. Revision 1 30. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? NONE PROVIDED 31. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? 32. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? NONE PROVIDED 33. Is this property owned by a state authority, state agency, federal government or local government? NONE PROVIDED Required SWPPP Components General SWPPP Requirements 34. Has a SWPPP been developed in conformance with the requirements in Part III. of GP-0-25-001? NONE PROVIDED 35. Does the SWPPP demonstrate consideration of the future physical risks due to climate change pursuant to the CRRA, 6 NYCRR Part 490, and associated guidance per Part III.A.2. of GP-0-25-001? NONE PROVIDED 36. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? NONE PROVIDED SWPPP Preparer 39. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: NONE PROVIDED 40. Name of the person who prepared the SWPPP NONE PROVIDED 41. SWPPP Preparer Organization Name NONE PROVIDED 42. SWPPP Preparer Contact Information https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fl 1 7-7741-4762-82dO-32091 cd2c54f/12 5/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 First and Last Name Phone E-mail NONE PROVIDED NONE PROVIDED NONE PROVIDED 43. SWPPP Preparer Address [NO STREET ADDRESS SPECIFIED] [NO CITY SPECIFIED], (NO STATE SPECIFIED][NO ZIP CODE SPECIFIED] Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Upload the completed form Download SWPPP Preparer Certification Form 44. Please upload the SWPPP Preparer Certification NONE PROVIDED Comment NONE PROVIDED 44.a. Has the SWPPP Preparer Certification Form been signed by the SWPPP preparer in accordance with Part VII.J of GP-0-25-001? NONE PROVIDED Erosion & Sediment Control Criteria 45. Has a construction sequence schedule for the planned management practices been prepared? NONE PROVIDED Other Permits 56. Identify other permits, existing and new, that are required for this project/facility. NONE PROVIDED 57. Is this NOI for a change in owner/operator per Part I.G.? NONE PROVIDED MS4 SWPPP Acceptance 59. Will the construction activities be within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) and discharge to the MS4(s)? NONE PROVIDED Owner/Operator Certification https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82d0-32091 cd2c54f/12 6/7 5/9/25, 11:54 AM NYSDEC eBusiness Portal System-Construction General Permit(CGP)Electronic Notice of Intent(eNOI)GP-0-25-001. Revision 1 Owner/Operator Certification Form Download Download the Owner/Operator Certification Form by clicking the link below. Owner/Operator Certification Form 61. Upload Owner/Operator Certification Form NONE PROVIDED Comment NONE PROVIDED 61.a. Has the Owner/Operator Certification Form from Appendix J been signed by the owner/operator, or a representative of the owner/operator in accordance with Part VII.J of GP-0-25-001 and uploaded to the eNOl? NONE PROVIDED Additional Project Information 62. Enter any additional pertinent project information in the text box below. NONE PROVIDED https://nform-prod.dec.ny.gov/app/#/submissionwizard/6291fll 7-7741-4762-82dO-32091 cd2c54f/12 7/7 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX C CONSTRUCTION DURATION INSPECTION CHECKLIST �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT CONSTRUCTION DURATION INSPECTIONS Page 1 of SITE PLAN/SKETCH Inspector(print name) Date of Inspection Qualified Inspector(print name) Qualified Inspector Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. November 2016 Page F.5 New York State Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 2 of Maintaining Water Quality Yes No NA L ] L ] L ] Is there an increase in turbidity causing a substantial visible contrast to natural conditions at the outfalls? L ] L ] L ] Is there residue from oil and floating substances,visible oil film, or globules or grease at the outfalls? [ ] [ ] [ ] All disturbance is within the limits of the approved plans. L ] L ] L ] Have receiving lake/bay, stream, and/or wetland been impacted by silt from project? Housekeeping 1. General Site Conditions Yes No NA L ] L ] L ] Is construction site litter, debris and spoils appropriately managed? [ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? [ ] [ ] [ ] Is dust adequately controlled? 2. Temporary Stream Crossing Yes No NA [ ] [ ] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. L ] L ] L ] Installed non-woven geotextile fabric beneath approaches. L ] L ] [ ] Is fill composed of aggregate (no earth or soil)? [ ] [ ] [ ] Rock on approaches is clean enough to remove mud from vehicles &prevent sediment from entering stream during high flow. 3. Stabilized Construction Access Yes No NA [ ] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [ ] [ ] [ ] Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? Runoff Control Practices 1. Excavation Dewatering Yes No NA L ] L ] L ] Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. [ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ] Sediment laden water from work area is being discharged to a silt-trapping device. [ ] [ ] [ ] Constructed upstream berm with one-foot minimum freeboard. November 2016 Page F.6 New York State Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 3 of Runoff Control Practices (continued) 2. Flow Spreader Yes No NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Constructed on undisturbed soil,not on fill,receiving only clear, non-sediment laden flow. [ ] [ ] [ ] Flow sheets out of level spreader without erosion on downstream edge. 3. Interceptor Dikes and Swales Yes No NA [ ] [ ] [ ] Installed per plan with minimum side slopes 2H:1 V or flatter. L ] L ] L ] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. [ ] [ ] [ ] Sediment-laden runoff directed to sediment trapping structure 4. Stone Check Dam Yes No NA [ ] [ ] [ ] Is channel stable? (flow is not eroding soil underneath or around the structure). [ ] [ ] [ ] Check is in good condition(rocks in place and no permanent pools behind the structure). [ ] [ ] [ ] Has accumulated sediment been removed?. 5. Rock Outlet Protection Yes No NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Installed concurrently with pipe installation. Soil Stabilization 1. Topsoil and Spoil Stockpiles Yes No NA [ ] [ ] [ ] Stockpiles are stabilized with vegetation and/or mulch. [ ] [ ] [ ] Sediment control is installed at the toe of the slope. 2. Revegetation Yes No NA [ ] [ ] [ ] Temporary seedings and mulch have been applied to idle areas. [ ] [ ] [ ] 4 inches minimum of topsoil has been applied under permanent seedings Sediment Control Practices 1. Silt Fence and Linear Barriers Yes No NA [ ] [ ] [ ] Installed on Contour, 10 feet from toe of slope (not across conveyance channels). [ ] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Fabric buried 6 inches minimum. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation is % of design capacity. November 2016 Page F.7 New York State Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 4 of Sediment Control Practices (continued) 2. Storm Drain Inlet Protection(Use for Stone &Block; Filter Fabric; Curb; or, Excavated; Filter Sock or Manufactured practices) Yes No NA L ] L ] L ] Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Drainage area is I acre or less. [ ] [ ] [ ] Excavated area is 900 cubic feet. [ ] [ ] [ ] Excavated side slopes should be 2:1. [ ] [ ] [ ] 2"x 4" frame is constructed and structurally sound. [ ] [ ] [ ] Posts 3-foot maximum spacing between posts. [ ] [ ] [ ] Fabric is embedded I to 1.5 feet below ground and secured to frame/posts with staples at max fl- inch spacing. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. [ ] [ ] [ ] Manufactured insert fabric is free of tears and punctures. [ ] [ ] [ ] Filter Sock is not torn or flattened and fill material is contained within the mesh sock. Sediment accumulation % of design capacity. 3. Temporary Sediment Trap Yes No NA [ ] [ ] [ ] Outlet structure is constructed per the approved plan or drawing. L ] L ] L ] Geotextile fabric has been placed beneath rock fill. L ] L ] L ] Sediment trap slopes and disturbed areas are stabilized. Sediment accumulation is % of design capacity. 4. Temporary Sediment Basin Yes No NA [ ] [ ] [ ] Basin and outlet structure constructed per the approved plan. [ ] [ ] [ ] Basin side slopes are stabilized with seed/mulch. [ ] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility. [ ] [ ] [ ] Sediment basin dewatering pool is dewatering at appropriate rate. Sediment accumulation is % of design capacity. Note: Not all erosion and sediment control practices are included in this listing. Add additional pages to this list as required by site specific design. All practices shall be maintained in accordance with their respective standards. Construction inspection checklists for post-development stormwater management practices can be found in Appendix F of the New York Stormwater Management Design Manual. November 2016 Page F.8 New York State Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS b. Modifications to the SWPPP (To be completed as described below) The Operator shall amend the SWPPP whenever: 1. There is a significant change in design, construction,operation,or maintenance which may have a significant effect on the potential for the discharge of pollutants to the waters of the United States and which has not otherwise been addressed in the SWPPP; or 2. The SWPPP proves to be ineffective in: a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required by this permit; or b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted construction activity; and 3. Additionally,the SWPPP shall be amended to identify any new contractor or subcontractor that will implement any measure of the SWPPP. Modification & Reason: November 2016 Page F.9 New York State Standards and Specifications For Erosion and Sediment Control 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX D EXISTING AND PROPOSED SITE PLANS (CONSTRUCTION DRAWINGS) �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT NY GROTON I ( SO TH MAIN � STREET ) , E Cortland' Cortland Rd LLC Groton NORTH SITE SOUTH MAIN N STREET , EXT . NORTH PARCELS Main St, oton, NY 1307 FITTS CORNER: SOLAR PROJECT SOUTH SITE (SEPARATE 5 . 0 MWAC a PROJECT/SUBMISSION) n GROTON , NEWYORK SOURCE: NEW YORK STATE GIS RESOURCES VICINITY MAP SCALE: 1"=2500' 0 2500 5000 SCALE: 1" = 2500' SHEET INDEX CLIENT INFORMATION ISSUED FOR: CONSTRUCTION DOCUMENTS NO. SHEET TITLE CLIENT: ISSUE DATE: 07/22/2025 1 . COVER NY GROTON I (SOUTH MAIN STREET), LLC LAST REVISED: 07/22/2025 2. C-001 GENERAL NOTES AND LEGEND INFORMATION 228 AVIATION AVENUE, SUITE 200 3. C-100 EXISTING CONDITIONS PLAN SOUTH BURLINGTON, VT 05403 4. C-101 SITE LAYOUT PLAN PROJECT CONTACTS 5. C-200 GRADING AND DRAINAGE PLAN 6. C-201 ACCESS ROAD PROFILE I ENGINEER: 7. C-202 ACCESS ROAD PROFILE II P.W. GROSSER CONSULTING, INC. 8. C-203 EROSION AND SEDIMENT CONTROL PLAN OF NEW 630 JOHNSON AVENUE, SUITE 7, BOHEMIA, NY 11716 9. C-204 PHASING PLAN ������� scgtiy°�� TEL: (631) 589-6353 �``' �0 FAX: (631) 589-8705 10. C-500 LANDSCAPING PLAN 11 . C-600 SITE DETAILS I r 12. C-601 SITE DETAILS II sFo 103321 A'��FESSIONP� 13. C-602 SITE DETAILS III MUNICIPAL14. C-603 SITE DETAILS IV 15. C-604 EROSION AND SED. CONTROL DETAILS TOWN: 16. C-605 EQUIPMENT SPECIFICATIONS TOWN OF GROTON 17. SWP-100 PRE-CONSTRUCTION SUB-CATCHMENT PLAN 108 E CORTLAND STREET 18. SWP-101 POST-CONSTRUCTION SUB-CATCHMENT PLAN GROTON, NY 13073 w 3 COUNTY: TOMPKINS COUNTY 0 320 N TIOGA STREET 0 2 ITHACA, NY 14850 p%10Gc TEL (607) 274-5431 CLIENT DRIVEN SOLUTIONS P.W. GROSSER CONSULTING, INC. SITE INFORMATION 630 Johnson Avenue. . Suite 7 Bohemia . NY . 11716-2618 Phone: (631) 589-6353 . Fax: (631) 589-8705 SITE: SOUTH MAIN STREET, EXT. GROTON, NY 12777 E-mail: INFO@PWGROSSER.COM TM #: 26-1-25.22 T LOT AREA: 102.2 AC om a E gm t z COVER ww SHEET 1 OF 18 Q Z ww r LL o O � O a a BASEMAP NOTES1 /&M [1J0r&iVM_q" 13 1 WETLANDS NOTES GRADING NOTES 1 ' ' 1. EXISTING CONDITIONS BASEMAP INFORMATION IS BASED ON LIDAR b1101 I ww 1. EXISTING STREAM AND WETLANDS INFORMATION IS BASED ON NYSDEC 1. CONCEPTUAL GRADING DESIGN SHOWN IN THESE PLANS IS BASED ON TOPOGRAPHIC FEATURES FROM NYS GIS DATA DOWNLOADED ON 11-15-23 AND A TOPOGRAPHIC 1. ALL EROSION CONTROL MEASURES SHALL BE INSTALLED IN ENVIRONMENTAL RESOURCE MAPPER PUBLICLY AVAILABLE DATA AND NYS LIDAR INFORMATION PROVIDED TO PWGC BY PACKER ASSOCIATES, MINOR CONTOURS (2-FT INTERVAL) SURVEY PROVIDED BY BULLROCK SOLAR. ACCORDANCE WITH NEW YORK STANDARDS AND SPECIFICATIONS WETLANDS DELINEATION PERFORMED BY BERGMANN DATED 08-29-22, INC. AND IS TO BE CONSIDERED APPROXIMATE AND CONCEPTUAL, AND 1320 MAJOR CONTOURS (10-FT INTERVAL) 2. PROPOSED SOLAR DEVELOPMENT LAYOUT INFORMATION IS BASED ON FOR EROSION AND SEDIMENT CONTROL (BLUE BOOK), AND LOCAL DOWNLOADED ON 11-15-23. FOR DISCUSSION PURPOSES ONLY. GRADING DESIGN IS SUBJECT TO DRAWING DEVELOPED BY BULLROCK SOLAR, TITLED "SOUTH MAIN 1 GOVERNING SOIL AND WATER CONSERVATION DISTRICT STANDARDS. CHANGE BASED ON FURTHER SITE INVESTIGATIONS AND ANALYSIS. DRAINAGE ELEMENTS LAYOUT 4.7.2025". ALL BASEMAP INFORMATION IS TO BE CONSIDERED THE EROSION AND SEDIMENT CONTROLS SHOWN ON THESE PLANS 2. ACTUAL LIMITS OF ALL STREAMS, WETLANDS AND WETLAND ADJACENT GRASSED WATERWAY APPROXIMATE AND IS TO BE FIELD VERIFIED BY A NEW YORK STATE AND AS DESCRIBED IN THE PROJECT SWPPP REPRESENT THE AREAS ARE TO BE FIELD VERIFIED VIA SURVEY AND WILL BE MARKED IN 2. ADDITIONAL SITE GEOTECHNICAL ANALYSIS IS REQUIRED TO VERIFY MINIMUM REQUIREMENTS AND ADDITIONAL EROSION AND SEDIMENT GRADING CONSTRAINTS AND FEASIBILITY. - CULVERT PWGC LICENSED SURVEYOR PRIOR TO FINALIZING DESIGN. THE FIELD BY SURVEY MARKERS, RIBBON, FLAGS, OR EQUIVALENT 3. LOT LINES BASED ON DRAWING PROVIDED BY BULLROCK SOLAR TITLED CONTROLS MAY BE REQUIRED BASED ON CONDITIONS ENCOUNTERED PRIOR TO START OF CONSTRUCTION. SITE FEATURES CLIENT DRIVEN SOLUTIONS "GROTON CAD FILE 3-19-2025". IN THE FIELD. CONTRACTOR WILL BE RESPONSIBLE FOR ENSURING 3. TOPSOIL TO BE STRIPPED AND STOCKPILED SEPARATELY FROM PROJECT REMAINS IN COMPLIANCE WITH ALL APPLICABLE 3. EFFORTS SHALL BE MADE TO MINIMIZE DISTURBANCE TO ANY STATE OR SUB-SOILS. TOPSOIL TO BE UTILIZED ON-SITE FOLLOWING GRADING - - PROPERTY BOUNDARY P.W. GROSSER CONSULTING INC. REGULATIONS AND STANDARDS PERTAINING TO EROSION AND FEDERALLY REGULATED WETLANDS. UNNECESSARY REMOVAL OF ACTIVITIES AND PRIOR TO SEEDING. - - ZONING SETBACK SEDIMENT CONTROLS. VEGETATION OR DEGRADATION ALONG STREAM BANKS IS PROHIBITED. 4. GRADING SHALL PERFORMED IN ACCORDANCE WITH ALL APPLICABLE w W w w APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 2. EROSION AND SEDIMENT CONTROLS WILL BE INSTALLED PRIOR TO 4. ONLY HAND CLEARING SHALL BE ALLOWED IN WETLAND AREAS AS STATE AND OSHA REQUIREMENTS. THE CONTRACTOR SHALL CONFORM ADJACENT PROPERTY BOUNDARY Bohemia . NY. 11716-2618 ANY EARTH DISTURBING ACTIVITIES AND WILL BE MAINTAINED FOR NECESSARY. MACHINE CLEARING IS PROHIBITED WITHIN WETLAND TO THE REQUIREMENTS OF OSHA, AND ANY OTHER AGENCY HAVING Phone: (631) 589-6353 . Fax: (631) 589-8705 THE DURATION OF THE WORK, INCLUDING TEMPORARY AREAS. JURISDICTION WITH REGARD TO SAFETY PRECAUTIONS WITH - - PAVED ROADWAY E-mail: INFO@PWGROSSER.COM CONSTRUCTION SWALES AND DETENTION POND WITH OUTLET TRENCHING OR EXCAVATION AND GRADING OPERATIONS. THE O 0'0'0,'-q GRAVEL ROADWAY CONSULTANTS STRUCTURE AND ROCK OUTLET PROTECTION. 5. IF TEMPORARY ACCESS IS REQUIRED IN WETLAND AREAS, TEMPORARY REQUIREMENTS SET FORTH HEREIN ARE INTENDED TO SUPPLEMENT REQUIREMENTS ESTABLISHED BY THESE AGENCIES. IN THE CASE OF A 3. CONTRACTOR WILL UTILIZE MEANS, METHODS AND SEQUENCING TIMBER MATS WILL BE USED TO MINIMIZE DISTURBANCE TO OH OVERHEAD ELECTRICAL UTILITY UNDERLYING WETLAND SOILS. CONFLICT BETWEEN REQUIREMENTS OF OTHER JURISDICTIONAL THAT MINIMIZE THE AMOUNT OF EARTH DISTURBANCE TO THE AGENCIES AND THESE DOCUMENTS, THE MORE STRINGENT ---------------- UNDERGROUND ELECTRICAL UTILITY SURVEY N ' TESEXTENT PRACTICAL, AND NOT TO EXCEED MORE THAN 5.0 ACRES AT 6. STAGING OF ANY CONSTRUCTION MATERIALS OR EQUIPMENT IS REQUIREMENT ON THE CONTRACTOR SHALL APPLY. 0 ❑ ❑ ❑ 8-FT TALL DEER FENCE ANY GIVEN TIME. PROHIBITED IN WETLAND AREAS. ® SOLAR PANEL ARRAY 5. VOIDS LEFT BY UTILITY OR STRUCTURE EXCAVATIONS, OR GRUBBING 4. CONTRACTOR SHALL PROTECT ALL ON-SITE, ADJACENT AND/OR 7. ANY WETLAND DISTURBANCE IS TO BE RESTORED WITH APPROPRIATE OPERATIONS SHALL BE BACKFILLED AND PROPERLY COMPACTED WITH SEED RESTORATION LIMITS 1. ALL SURVEY AND SITE STAKEOUTS FOR PROPOSED FEATURES SHALL DOWNSTREAM STORM/SANITARY SEWERS, AND/OR OTHER WATER WETLAND SEED MIX IN ACCORDANCE WITH NYSDOT ITEM 203.01920007 STRUCTURAL FILL (NYSDOT ITEM 304.12 OR EQUIVALENT) IN AREAS BE PERFORMED BY A NEW YORK STATE LICENSED SURVEYOR. COURSES FROM CONTAMINATION BY WATER BORNE SILTS, OR MOST CURRENT NYSDEC REQUIREMENTS RELATED TO WETLAND UNDER AND WITHIN 5 FEET HORIZONTALLY OF ALL STRUCTURES, AND TREE LINE SEDIMENTS, FUELS, SOLVENTS, LUBRICANTS OR OTHER POLLUTANTS PAVEMENTS. IN GRASSED AREAS, VOIDS LEFT SHALL BE FILLED AND 2. CONTRACTOR WILL BE RESPONSIBLE TO LOCATE, MARK AND PROTECT ORIGINATING FROM THE SITE OR WORK BEING PERFORMED. RESTORATION. COMPONENT THE SEED MIX MAY BE SUBSTITUTED PROPERLY COMPACTED WITH SUITABLE ON-SITE BACKFILL AS EROSION AND SEDIMENT CONTROL ALL EXISTING SURVEY, PROPERTY, AND RIGHT-OF-WAY MARKERS FOR WITH THE ENGINEER'S APPROVAL L. APPROVED BY THE ENGINEER. THE SITE. ANY MARKERS, PINS, MONUMENTS OR OTHER FEATURES 5. CONTRACTOR WILL FOLLOW GOOD HOUSEKEEPING AND SPILL N � LAND GRADING ACTIVITIES DEFINING PROPERTY LIMITS THAT MAY BE DISTURBED BY CONTROL PRACTICES DURING SITE ACTIVITIES TO MINIMIZE 6. THE CONTRACTOR SHALL DEWATER ALL EXCAVATIONS TO PREVENT O STABILIZED CONSTRUCTION ENTRANCE CONSTRUCTION ACTIVITIES SHALL BE PROPERLY TIED AND RESET BY A STORMWATER CONTAMINATION FROM CONCRETE, PETROLEUM SOLAR MODULE NOTES THE INTRODUCTION OF GROUNDWATER OR PONDED WATER INTO THE NEW YORK STATE LICENSED SURVEYOR UPON COMPLETION OF THE PRODUCTS AND WASTE MATERIALS. NO WET OR FRESH CONCRETE, TRENCHES/EXCAVATIONS AND WILL PROVIDE ALL EQUIPMENT DUST CONTROL MEASURES WORK. LEACHATE OR WASHINGS FROM EQUIPMENT SHALL BE ALLOWED TO NECESSARY TO MAINTAIN THE WATER AS NECESSARY. DEWATERING 3. THE HORIZONTAL DATUM IS NAD83 NEW YORK STATE PLANE MIGRATE INTO EXISTING STORM/SANITARY SEWERS, DITCHES OR MANUFACTURER: HELIENE SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT SWPPP. • STOCKPILE OTHER WATERS OF NEW YORK STATE. MODEL: 156HC M10 SL BIFACIAL COORDINATE SYSTEM, (US FT). 7. UNLESS OTHERWISE DIRECTED, THE CONTRACTOR SHALL PLACE AT L J CONCRETE WASHOUT 6. ALL EXCAVATED OR IMPORTED MATERIAL STOCKPILES SHALL BE MINIMUM 6 INCHES OF CLEAN TOPSOIL IN ALL DISTURBED AND NEWLY 4. THE VERTICAL DATUM IS NAVD88. SUITABLY STABILIZED AND SURROUNDED BY SILT FENCE TO MINIMIZE NOTES: GRADED AREAS PRIOR TO SEEDING. - - - - - - - - - AREA OF DISTURBANCE POTENTIAL FOR SEDIMENT LADEN RUNOFF DISCHARGING TO TREE CUTTING (NO STUMP REMOVAL DOWNSTREAM AREAS OR DRAINAGE FEATURES. DISTURBED SOILS 1. SOLAR PANELS TO BE INSTALLED BY A QUALIFIED SOLAR INSTALLER - -� OR GROUND DISTURBANCE) OR STOCKPILES THAT ARE TO BE EXPOSED FOR MORE THAN 14 AND SHALL BE BUILT, OPERATED AND MAINTAINED TO ACCEPTABLE /// //� CALENDAR DAYS SHALL BE TEMPORARY STABILIZED WITH SEED MIX INDUSTRY STANDARDS INCLUDING BUT NOT LIMITED TO THE MOST ✓���1�`�L/f//7 1 GROUND DISTURBANCE)TREE CLEARING (STUMP REMOVAL AND GENERAL NOTES CONSISTING OF RYEGRASS (ANNUAL OR PERENNIAL) APPLIED AT 30 RECENT, APPLICABLE STANDARDS OF THE INSTITUTE OF ELECTRICAL LBS PER ACRES (0.7 LBS PER 1,000 SQ. FT.), OR CERTIFIED AND ELECTRONIC ENGINEERS ("IEEE") AND THE AMERICAN NATIONAL "AROOSTOOK" WINTER RYE (CEREAL RYE) APPLIED AT 100 LBS PER STANDARDS INSTITUTE. 1. CONTRACTOR WILL BE RESPONSIBLE TO FIELD VERIFY ALL EXISTING ACRES (2.5 LBS PER 1,000 SQ. FT.) IF SEEDING IN OCTOBER OR CONDITIONS AND SITE FEATURES PRIOR TO CONSTRUCTION. ANY NOVEMBER EARTHWORK DISCREPANCIES FOUND SHALL BE DOCUMENTED IN WRITING AND 7 CONTRACTOR MATERIAL AND EQUIPMENT STAGING AREAS AND SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. CONSTRUCTION ENTRANCE LOCATIONS SHALL BE COORDINATED CALCULATIONS 2. CONTRACTOR WILL BE RESPONSIBLE TO LOCATE AND MARK OUT ALL WITH THE OWNER PRIOR TO START OF CONSTRUCTION. EXISTING UTILITIES, INCLUDING THOSE UNDERGROUND, PRIOR TO CONSTRUCTION ENTRANCES AS SHOWN ON THE PLANS MAY BE TOTAL CUT: 13,940 CY CONSTRUCTION. ANY POTENTIAL INTERFERENCES WITH PROPOSED MODIFIED BY THE CONTRACTOR WITH PRIOR APPROVAL FROM THE TOTAL FILL: 14,552 CY FEATURES SHALL BE DOCUMENTED IN WRITING AND SUBMITTED TO OWNER AND ENGINEER. NET FILL: 612 CY THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. 8. ALL EXISTING OR NEWLY INSTALLED CATCH BASINS/DRAINAGE INLETS NOTE: 3. THE CONTRACTOR SHALL PROTECT ALL EXISTING SITE FEATURES AND SHALL HAVE DROP INLET PROTECTION INSTALLED THROUGHOUT THE 1. NO SHRINK/SWELL MULTIPLIER WAS APPLIED TO THE TOTAL CUT AND UTILITIES THAT ARE NOT DESIGNATED FOR REMOVAL. ANY SITE DURATION OF CONSTRUCTION TO PREVENT SEDIMENTATION FROM FILL VALUES. FEATURE, UTILITY, STREET APPURTENANCE, OR OTHER ITEM THIS IS ENTERING THE STORM SYSTEM. CONTRACTOR SHALL MAINTAIN OR DAMAGED BY THE CONTRACTOR OR ITS SUBCONTRACTORS DURING REPLACE DROP INLET PROTECTION WHEN SIGNIFICANT SEDIMENT CONSTRUCTION SHALL BE REPAIRED OR REPLACED IN-KIND BY THE BUILDUP IS OBSERVED OR IS NOT FUNCTIONING CORRECTLY. LANDSCAPING NOTES CONTRACTOR, AS DETERMINED BY THE OWNER OR ENGINEER, AT NO g CONTRACTOR SHALL TAKE ALL NECESSARY AND APPROPRIATE 9 ADDITIONAL COST TO THE OWNER. MEASURES TO MITIGATE OR PREVENT FUGITIVE DUST THROUGHOUT 1. EVERGREEN TREES AND BUSHES ARE TO BE PLANTED NO MORE THAN 8 8 THE DURATION OF CONSTRUCTION. CONTRACTOR SHALL ADHERE TO FEET APART. 7 4. CONTRACTOR WILL BE REQUIRED TO OBTAIN ANY ADDTIONAL PERMITS METHODS AS DESCRIBED IN THE PROJECT SWPPP. 6 REQUIRED TO DO THE WORK OR DELIVER MATERIALS TO THE SITE 2. TO THE MAXIMUM EXTENT PRACTICABLE, AT THE TIME OF PLANTING 5 THAT ARE NOT PROVIDED BY THE OWNER OR ENGINEER. ALL WORK INSTALLED VEGETATION SHOULD BE A MINIMUM FOUR (4) FEET TALL 4 WITHIN AN EXISTING RIGHT-OF-WAY WILL REQUIRE PERMITTING WITH 10. COMPLETED WORK THAT IS NOT SUBJECT TO FURTHER EARTHWORK AND SHALL ADEQUATELY SCREEN THE SOLAR ENERGY SYSTEM 3 SWPPP 07/22/2025 RESPECTIVE OWNER, STATE OR COUNTY AGENCY, TOWN DEPARTMENT OR CONSTRUCTION ACTIVITIES SHALL BE PERMANENTLY SEEDED FACILITY WITHIN 5 GROWING SEASONS. 2 1CONSTRUCTION DOCUMENTS 06/27/2025 AND MULCHED WITH HAY OR STRAW WITHIN ONE WEEK OF FINAL 1 ICONSTRUCTION DOCUMENTS 06/13/2025 OF PUBLIC WORKS, OR HIGHWAY DEPARTMENT AS APPLICABLE. DISTURBANCE. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE Number Revision Description Revision Date VEGETATIVE COVER IS ESTABLISHED. 3. EXISTING VEGETATION MAY BE USED TO SATISFY ALL OR A PORTION OF THE REQUIRED LANDSCAPED SCREENING. Designed By Date Submitted WINTER SHUTDOWN CONSTRUCTION SCHEDULE 4. ERNEST CONSERVATION SEEDS NORTHEAST POLLINATOR 3' MIX - Drawn By Date Created RPV 04/04/2024 ERNMX-612 (OR APPROVED EQUAL) TO BE SEEDED BELOW SOLAR Approved By Scale 1. POST CLEARING THE EXPOSED SOIL SHALL BE COVERED WITH PANELS. SEED AT 40 LB/AC WITH 30 LB/AC OF A COVER CROP. FOR A MTS AS NOTED Client: MATERIAL(S) AS SET FORTH IN THE TECHNICAL STANDARD, NEW COVER CROP USE EITHER GRAIN OATS (1 JAN TO 31 JUL) OR GRAIN RYE NY GROTON I SOUTH MAIN STREET), LLC YORK STANDARDS AND SPECIFICATIONS FOR EROSION AND (1 AUG TO 31 DEC) OR APPROVED EQUAL. SEDIMENT CONTROL, TO PREVENT THE EXPOSED SOIL FROM 228 AVIATION AVENUE, SUITE 200 ERODING (SEE STANDARD AND SPECIFICATIONS FOR TEMPORARY NORTHEAST SOLAR POLLINATOR T MIX- ERNMX-612 BURLINGTON, VT 05403 CONSTRUCTION AREA SEEDING/STABILIZATION FOR WINTER SHUT SHEEP FESCUE, VARIETY NOT o Project: ZONING ANALYSIS DOWN, ABOVE). STATED 94.90% SOUTH MAIN STREET, EXT. 2. REGULARLY INSPECT, MAINTAIN AND RE-SEED ANY AREAS THAT ARE NOT ADEQUATELY STABILIZED UP UNTIL THE START DATE AND BUTTERFLY MILKWEED 2.50% TIM 26-1-25.22 THEREAFTER, UNTIL ALL DISTURBED AREAS ARE PERMANENTLY NORTH PARCEL SOLAR EXISTING ZONING: RURAL AGRICULTURAL STABILIZED. PARTRIDGE PEA, PA ECOTYPE 2.00% 3. SITE INSPECTIONS ARE TO TAKE PLACE TWICE PER MONTH WITH FARM PLAN LOT AREA: 102.2 ACRES PHOTOS PROVIDED TO THE TOWN TO DEMONSTRATE THAT THE SITE SHOWY EVENING PRIMROSE 0.30% PROPOSED USE: LARGE SCALE SOLAR REMAINS STABILIZED/PROTECTED UNTIL CONSTRUCTION STARTS. Project Address: 4. ONCE CONSTRUCTION STARTS, INSPECTIONS SHALL CONTINUE ZIGZAG SPIDERWORT, VA SOUTH MAIN STREET MONTHLY, WITH PHOTOS SUBMITTED TO THE TOWN, TO ENSURE THAT ECOTYPE 0.30% THE TEMPORARY STABILIZATION MEASURES REMAIN IN PLACE IN TOWN OF GROTON REQUIRED PROPOSED AREAS NOT UNDER ACTIVE CONSTRUCTION. TOMPKINS COUNTY, NEW YORK LOT SIZE 5 AC. 102.2 AC. County Tax Map Number: Contract Number: ti 26-1-25.22 --- MAX. LOT COVERAGE 75% 22% Regulatory Reference Number. HEIGHT 20' 15' Title of Drawing: PROPERTY SETBACK(FRONT IL ROAD) 150' 503' 0 PROPERTY SETBACK(SIDE/BACK) 75' 1957 GENERAL NOTES U AND LEGEND INFORMATIONo of of Drawing Number: �F-OF NEW �PEk- S C4 0.f� ° C =001 ti - z C) ZSheet of J'FOA 103321 �� 2 18 SS03 PWGC Project Number 6 ww Unauthorized alteration or addition z to this drawing and related documents B R R240 5 J is a violation of Section 7209 " o of the New York State Education Law o a rz III 0 - \\\ TM#:9. 2 8.2 I (D / / \ / ( JOHN YOUNG CODY LIVING TRUST U' TM#:26. UN / I 1 \ \ \ \ \\ \\ I ` , / / / / 5/8"REBAR J O T.G. MILLER CAP 3/4"REBAR CLIENT DRIVEN SOLUTIONS r P.W. GROSSER CONSULTING INC. JAMES R YOUNG \ / ADAM G BRICKEY V� �� `- _ \j / TM#:26.-1-25.22 �� ��� \\ V�V 630 Johnson Avenue. . Suite 7 ti TM#: 13.-3-3.1 l/� \ Bohemia. NY. 11716-2618 \ Phone: 631 589-6353 . Fax: 631 589-8705 EXISTING WOODED AREA E-mail: INFO@PWGROSSER.COM APPROXIMATE LIMITS OF - CONSULTANTS TRAVIS PIERCE j �� TREE CLEARING AND TM#:26.-1-17.22 TCALF GRUBBING,±12.36 AC. =r TM#:26.-SCOTT E 14 35 APPROXIMATE LIMITS OF 5/8"REBAR �� \ 1 \��1 \\' \� �� ��\� ���i f ��j // DISTURBANCE,±27.54 AC. T.G. MILLER CAP — J 2"PIPE _ EXISTING STREAM \ 5/8"REBAR / — �� DAVISON CAP - A V 5/8"REBAR KLUMP CAP \ PROPERTY LINE 3/4"REBAR �- \ 5/8"REBAR �j SLUMP CAP ; ✓ _ j �� "' / �—�' f�/�/\ / �j 4 BgC I I 1 JAMES R YOUNG HOPE E COUNTS TM#: 13. 3 4 \ 5/8"REBAR , `/ �- / / �///jam/��� l/ �� _ �ti`` �J 1�j / �/ �� APPROXIMATE LIMITS OF VIL AGE OF GROTON 5/s°REBAR 1 TREE CUTTING,±1.22 AC. \" KLUMP CAP — OTON FdB TO N OF GR \ \ a \ � \ �\ \\\ � X�\� V1 - I I 1 v WILLIAM CONWAY EXISTING FARMLAND TM#:26. 1 20 HdD �� POTENTIAL WETLANDS,TYP. USDA SOIL TYPE ROBERT P DAUGHERTY \\ \ BOUNDARY,TYP. TM#:26.-1-24.2 I, I USDA SOIL TYPE _ I II A \ H — — — - — — 5/8"REBAR CLASSIFICATION,TYP. —=� �— — — —_— — — — — — -- _ —_ —� 40"ASH TREE I VA �I I I I J II II ♦ CID I I so A dC. �� -- — _— — T.G. MILLER CAP — — FENCE CORNER \ r J II11 11� 1\ I ll I v � �\ � � � I � - �\ 3/4"REBAR III e — — A DATM#:30CA 5EY � � J F&M LAND LLC �— —� — I \ \ N -- - -- \\ TM#.26.-1-24.1 �\ � � �r � � A \ � �� � I I � I � \ r — __- APPROXIMATE LIMITS OF I � \ \\\ VA \\V�I � ���� � \ � \\� � �� �I (��' A \�♦ �� A � �� � � o � � � I � � _� � \ — .. �_-_� I TREE CUTTING,±5.63 AC. EXISTING NATIONAL WETLANDS � � \ 111 I 1/2"REBAR 3/4"REBAR PP v ROBERT ZIMMER JR. \III I � I I \ 9 \ V� IIII� BARRY C SIEBE \ TM#:26.-1-25.21 BgC 7 I ' v� v vA � � - 6 TM#:26.-1-25.1 \ � \ \ � � - A V \ 3/4"REBAR — — — 4 �, ♦ A��\\ - \�\ A\\ — — — 1 / 1 1 \ \ \ \ v 3 SWPPP 07/22/2025 2 CONSTRUCTION DOCUMENTS 06/27/2025 1 CONSTRUCTION DOCUMENTS 06/13/2025 Number Revision Description Revision Date 777 Designed By Date Submitted �_��� Drawn By Date Created EXISTING OVERHEAD \ 113 o ^� \\� \�� —�- —� ����— — _ — — J 1 I \ y RPV 03/04/2025 — — — f 1 Approved B Scale \ \ f ! \ \\ \ \ \ I ELECTRIC �\ �� L� \ __� \ \ ��'� \� \�� — f = / /f �\ \`\\\\ MTS AS NOTED \,� Client: NY GROTON I (SOUTH MAIN STREET), LLC AVIATION AVENUE, VT 05403 SUITE 200 , 1_,_ �_ Project: TM#�6 YOUN vvv_�� \�y�,��_y� y y _ _ _ _ _ y\ / SOUTH MAIN STREET, EXT. \ \ \ \ �\ 5/8"REBAR \ // \ \\� OWASCO CAP / �� VA\ OWASCO CAP NORTH PARCEL SOLAR GENEVIEVE VANBENSCHOTEN \\ \ \�� - - - - - - FARM PLAN 777 TM#:31.-1-13.2 =�\\\V �" _\ � A V � �- \ JOSEPH C MILLER \\TM#:31.-1-12.212 -� \ \\ \ \ `� —� \ \ \\ \\ \\�_�— I Project Address: \� \ �= REED LUMBERT JOSEPH TANTRUM �/ TM#:31.-1 15.1 \ TM#:31.-1-15.2 SOUTH MAIN STREET TOWN OF GROTON TOMPKINS COUNTY, NEW YORK CountyTax Ma Number: 26-1-25.22 Contract Number: ti Regulatory Reference Number: Title of Drawing: E 0 EXISTING CONDITIONS PLAN 0 150 soo EXISTING U SCALE: 1" = 150' SCALE: 1" = 150' CONDITIONS PLAN m Drawing Number: OF NEW y �'`��PEL SCgNlo.f'� C - 100Jm z r W sE Sheet of m PWGC 103321 �� 3 18 y " FOA�Q�FESSIONP�� PWGC Project Number: w Unauthorize a era ion or addition z 40 to this drawing and related documents BRR2 5 is a violation of Section 7209 o of the New York State Education Law C o rL rl .l, � I � PROPOSED LEYLAND CYPRESS I - I VISUAL SCREENING TOPOGRAPHIC FEATURES •[� MINOR CONTOURS (2-FT INTERVAL) 1320 MAJOR CONTOURS (10-FT INTERVAL) -76 ....... �� i 75.0' DRAINAGE EL - SLOT 86 —1 05...r � - - _ - - - - - - - GRASSED WATERWAY 1 195.7' CULVERT CLIENT DRIVEN SOLUTIONS 75.0' PROPERTY BOUNDARY P.W. GROSSER CONSULTING INC. � � ZONING SETBACK, TYP. � _ / — — — ZONING SETBACK J INVERTER MANUFACTURER: CPS\j, MODEL: SCH250K-T-US-600 APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 J — NUMBER OF INVERTERS: 10 — •I ADJACENT PROPERTY BOUNDARY Bohemia. NY. 11716-2618 SIZE OF EACH INVERTER: 2500 KVA — J Phone: (631) 589-6353 . Fax: (631) 589-8705 •I — — PAVED ROADWAY E-mail: INFO@PWGROSSER.COM O O O O GRAVEL ROADWAY CONSULTANTS TREE CUTTING LIMITS, TYP. _— • I OH OVERHEAD ELECTRICAL UTILITY CUSTOMER TRANSFORMER I ---------------- UNDERGROUND ELECTRICAL UTILITY 2.5MVA ♦ o 0 0 — — — — — — — — T -0 8-FT TALL DEER FENCE PWGC SOLAR PANEL ARRAY AREA OF DISTURBANCE — N _\,j/J I, z SEED RESTORATION LIMITS INVERTER MANUFACTURER: CPS — Z V V TREE LINE MODEL: SCH250K-T-US-600 — — EROSION AND SEDIMENT CON' NUMBER OF INVERTERS: 10 — — — — SIZE OF EACH INVERTER: 2500 KVA — — _ LAND GRADING ACTIVITIES PROPOSED LEYLAND CYPRESS — —_-4 ` STABILIZED CONSTRUCTION ENTRANCE VISUAL SCREENING, TYP. — — DUST CONTROL MEASURES CUSTOMER TRANSFORMER Am 111191111M- _ - - _- — - • STOCKPILE 2.5 MVA 1 , 4 T_ rir.F rF CONCRETE WASHOUT .000000000000000000000000000000000°000°°oo°0000000°000° °00000 ;°o°o°°° r — — - — - - - - - - - - - AREA OF DISTURBANCE _ ° ° o"c V �— — — -A _ _ TREE CUTTING (NO STUMP REMOVAL OR GROUND DISTURBANCE) ✓��Il111ZIl��11 GROUND DISTURTREE CLEARING BANCE) TUMP REMOVAL AND ° ,o ,o — 156HC SL BIFACIAL MODULE SOLAR PANELS WITH — OMCO ONE-IN PORTRAIT TRACKER, TYP. SEE go — SPECIFICATIONS SHEET C-605 180.2' \ go — — — PROPOSED 8' TALL DEER FENCE, 150.0' `�\ ��� � TYP. SEE DETAIL SHEET C-600 �\ — — — PROPOSED CRUSHED STONE ACCESS — — — I ROAD SEE DETAIL SHEET C-600 PROPOSED TEMPORARY ° I / o CONSTRUCTION STAGING — — — AREA °o — — — I INFILTRATION TRENCH, TYP. s — — o • o°o — — — o°o — — — 6 75.0' 5 ° 000 — — — 3 SWPPP 07/22/2025 — — — — — - 2 1CONSTRUCTION DOCUMENTS 06/27/2025 �• - - - - — — — — — —25 8' — CONSTRUCTION DOCUMENTS 06/13/2025 I Number Revision Description Revision Date 000 0 0 — 0 0 o I Designed By Date Submitted Drawn By Date Created -40.4' RPV 03/04/25 CUSTOMER PROVIDED = Approved By Scale RISER/METER - _ _ __ — — - - `— — _ _ �!' �— — — Client: MTS A5 NOTED CUSTOMER PROVIDED I , ` — — — — — — — — — I NY GROTON I (SOUTH MAIN STREET), LLC RECLOSER , r — — — — — — — — — — — — — — — — — — — — — PROPOSED MAN-GATE TYPICAL 228 AVIATION AVENUE, SUITE 200 503.0' _�� _____________________— I SEE DETAIL C-600 B U RLI N GTO N, VT 05403 CUSTOMER PROVIDED — — — — — — — — — — — — — — — — — — — — — — — — — — — I Project: PP \ GOAB SOUTH MAIN STREET, EXT. UTILITY RECLOSER — — — — — — — — — — — — — — — — — — — — — — rr I P - - - - - - - - - - - - - - - - - - - - - - - NORTH PARCEL SOLAR UTILITY PRIMARY \ � FARM PLAN METER Oy Project Address: V�� \ SOUTH MAIN STREET 150.0' TOWN OF GROTON 150.0' TOMPKINS COUNTY, NEW YORK� 15" HDPE CULVERT IN County Tax Map Number: Contract Number ROADSIDE DITCH 26-1-25.22 -- UNDER ACCESS ROAD \ Regulatory Reference Number. 16 PRESUMED POI meofDrawing: in — LOCATION \ o G 34.5 KV 3PH OVERHEAD: S'O SITE LAYOUT PLAN COMPANY NYSEG UT SUBSTATION PERUVILLE TAP NUMBER OF PHASES 3 I ST N CIRCUIT NAME 4303701 \FFj \ m Drawing Number: NOTE: ��OF NEW y IT IS NECESSARY TO REQUEST THE UTILITY TO O�P s UPGRADE EXISTING 1PH LINE TO 3PH LINE \v`2�P�L SCq �'� I AND EXTEND THE LINE TO THE NEW POI. y C 10 1 ~ � � am r W �r Sheet of SITE PLAN o 100 200 �sF 103321 �= 4 18 z SCALE: 1" = 100' „ _ SCALE: 1 - 100 oA'��FESSIONP�, PWGCProjectNumber uw Unauthorized alteration or addition z C to this drawing and related documents B RR2405 J w is a violation of Section 7209 o of the New York State Education Law ' o a rL TOPOGRAPHIC FEATURES MINOR CONTOURS 2-FT INTERVAL ( ) — MAJOR CONTOURS (10-FT INTERVAL) LOT 76 � � \_ � 1320— y � y\�j — — — — i DRAINAGE ELEMENTS LOT 86 f� V \ , y / �/ �� \/�� — — — — — — GRASSED WATERWAY e� 13 E 0 e 13 El CULVERT CLIENT DRIVEN SOLUTIONS - - - —� �j�� �� A A ��1� f v I I \ V I SITE FEATURES PROPERTY BOUNDARY P.W. GROSSER CONSULTING INC. ZONING SETBACK / �/ / j / i= —_�� I 1 / / / / _ 1 ` W W W W APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 -\ / ADJACENT PROPERTY BOUNDARY Bohemia. NY. 11716-2618 PROPOSED INFILTRATION TRENCH 2B, 6 FT WIDE x 4 FT I Phone: (631) 589-6353 . Fax: (631) 589-8705 DEEP, 499 LF TOTAL AT EL. 1,221' — — PAVED ROADWAY E-mail: INFO@PWGROSSER.COM �\ �\ 6" 0 SLOTTED PIPE INSTALLED IN TRENCH WITH: I �j —� - OVERFLOW VERTICAL PIPE AT INV. 1,220.5' I / 0,0 O O GRAVEL ROADWAY CONSULTANTS OUTLET INV. AT EL. 1,217 I OH OVERHEAD ELECTRICAL UTILITY UNDERGROUND ELECTRICAL UTILITY _ _ _ _ — ♦ 0 0 0 8-FT TALL DEER FENCE PROPOSED CONTOUR, TYP. PROPOSED INFILTRATION TRENCH 2A, 6 FT WIDE x 4 FT / ® SOLAR PANEL ARRAY DEEP, 499 LF TOTAL AT EL. 1,237' EXISTING CONTOUR, TYP. �/ 6" O SLOTTED PIPE INSTALLED IN TRENCH WITH: � — Z� �j� SEED RESTORATION LIMITS — 12 - OVERFLOW VERTICAL PIPE AT INV. 1,236.5' TREE LINE OUTLET INV. AT EL. 1,233' _ _ — / GRASSED WATERWAY WITH GRAVEL EROSION AND SEDIMENT CONTROL LEVEL SPREADER AT THE OUTLET V �,� — / moo — �\ PROPOSED INFILTRATION TRENCH 3A, 4 FT WIDE x 4 FT — — — 1230 -- _ A LAND GRADING ACTIVITIES / IA\��A DEEP, 140 LF TOTAL AT EL. 1,236 = i STABILIZED CONSTRUCTION ENTRANCE 6" O SLOTTED PIPE INSTALLED IN TRENCH WITH: OVERFLOW VERTICAL PIPE AT INV. 1,235.5' — — — DUST CONTROL MEASURES OUTLET INV. AT EL. 1,232' __ — I �4�— ACCESS ROAD STATIONS, SEE PROFILES STOCKPILE I SHEETS C-201 AND C-202 CONCRETE WASHOUT IAl 14+00 15+00 16+00 17+00 - 18+00 19+00_ 19+4� -- — - _ — - - - - - - - - - .000IT °°°° - ��-�� ° ° — — — — AREA OF DISTURBANCE_ - o_ o �2S � � � � �-- � f � \ � _ ___________ TREE CUTTING (NO STUMP REMOVAL 7�� — — — \ / --- --- --- OR GROUND DISTURBANCE) TREE CLEARING (STUMP REMOVAL AND I +� — —I 1 I \ M o ° �� — — — _ _ _ ✓�1lllllll,�!%l�� GROUND DISTURBANCE) \ I I I °F° -ter -- — --- — — — 1 / ° ° \ 0. - - - V IF W V IF V 7-1. 51 0. __0 0 0 No I I rM=[ PROPOSED INFILTRATION TRENCH 1A, 4 FT WIDE x 4 FT 0 0 0 \\\ --- DEEP, 707 LF TOTAL AT EL. 1252' ) I o 6" 0 SLOTTED PIPE INSTALLED IN TRENCH WITH: - OVERFLOW VERTICAL PIPE AT INV. 1,251.5' OUTLET INV. AT EL. 1,248 IN GRASSED WATERWAY 9 O ° \ �/ _ _ GRASSED WATERWAY WITH ROCK OUTLET $ _0 o 0 1� — — — - PROTECTION 6 5 r \ ° ° � / - - I 3 SWPPP 07/22/2025 \\\\ \ �� _ \ ° ° — I PROPOSED INFILTRATION TRENCH 1 B, 6 FT WIDE x 4 FT 2 CONSTRUCTION DOCUMENTS 06/27/2025 \ \ \ \ 1 CONSTRUCTION DOCUMENTS 06/13/2025 DEEP, 708 LF TOTAL AT EL. 1240'. 1230� — — — 6" 0 SLOTTED PIPE INSTALLED IN TRENCH WITH: \\ \ Number Revision Description Revision Date ° \ 4p = - OVERFLOW VERTICAL PIPE AT INV. 1,239.5' Designed By Date Submitted \ 2 0+ 0 3+00 4+00 - 7+00 \\\ \ \ o o ° o ° ° ° o — _ ° ° �'� — — — - OUTLET INV. AT EL. 1,236' IN GRASSED WATERWAY ---122 \ Drawn By Date Created � A\ — — — '� APProvedBy RPV sale 03/04/2025 �� ��,� � \ � 11g — - � �— I ' • �-�-� — — — MTS AS NOTED Client: NY GROTON I (SOUTH MAIN STREET), LLC y\ — — - - - - - - - - - - - - - — — 228 AVIATION AVENUE, SUITE 200 �-- -- - -- --- - -- -- B LINGTO T 05403 UR N V Project: —, _— — — —— - — — — — — — — — -— -- —— - — I SOUTH MAIN STREET EXT. vvvv \�� v NORTH PARCEL SOLAR ARM PLAN \ \ \ \ \�\\ \ \ \ \ \\ \\\ �- \ \ \--- \\ \'• l I II \ \ \\ Project Address: \ \ \\ \ �\\\\ • \\ \ SOUTH MAIN STREET TOWN OF GROTON TOMPKINS COUNTY NEW YORK County Tax Map Number: Contract Number: ti 26-1-25.22 -- _� Regulatory Reference Number: cli --- _� Title of Drawing: GRADING AND — \ DRAINAGE PLAN N \ \ \ \ \ \ of \\\\\ \ � \\ ~ � \ \\ \�\\\\ \ \\\ . OF �� Drawing Number. I v v vy vwv _ _= vy vv vv � v v _ yy/ yv,, P�� woo Ek. SC C =200 o PWGC GRADING AND 0 100 200 � = Sheet of DRAINAGE PLAN SCALE: 1 rr = 1 oor J��A� 103321NP���� PWGCProectNumber SCALE: 1" = 100' �FEssI w w.. Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 ` o of the New York State Education Law o a a 1174 1172 1170 1168 — 1166 — 1164 _ 01162 — PWGC Q 1160 w1158 CLIENT DRIVEN SOLUTIONS _J 1156 9.9% 1154 P.W. GROSSER CONSULTING INC. 1152 1150 630 Johnson Avenue. . Suite 7 1 148 Bohemia. NY. 11716-2618 1146 Phone: (631) 589-6353 . Fax: (631) 589-8705 1144 E-mail: INFO@PWGROSSER.COM 0+00 0+50 1+00 1+50 2+00 2+50 CONSULTANTS EXISTING GRADE, TYP. PROPOSED GRADE, TYP. 1200 1198 1196 1194 1192 — z 1190 01188 — _ 8.9% 1186 J 1184 — w1182 1180 1178 1176 _ 1174 — 1172 2+50 3+00 3+50 4+00 4+50 5+00 1216 8 1214 1212 1210 z � 4 01208 3 SWPPP 07/22/2025 Q 1206 8.2% 2 1CONSTRUCTION DOCUMENTS 06/27/2025 w1204 CONSTRUCTION DOCUMENTS 06/13/2025 J Number Revision Description Revision Date w 1202 — 1200 Designed By ETate Submitted 1198 Drawn By Date Created RPV 03/04/25 Approved By Scale MT5 AS NOTED 5+00 5+50 6+00 6+50 7+00 7+50 Client: NY GROTON I (SOUTH MAIN STREET), LLC 228 AVIATION AVENUE, SUITE 200 BURLINGTON, VT 05403 Project: SOUTH MAIN STREET, EXT. NORTH PARCEL SOLAR FARM PLAN Project Address: SOUTH MAIN STREET 1238 TOWN OF GROTON 1236 - - - TOMPKINS COUNTY, NEW YORK 1234 County Tax Map Number: Contract Number: 1232 26-1-25.22 --- Regulatory Reference Number: 1230 --- z 1 228 Title of Drawing: 01226 — 1224 J 1222 g.5% N U 1220 1218 ACCESS ROAD N � 121 _ PROFILEo 1214 o 1212 m 1210 Drawing Number: �I 7+50 8+00 8+50 9+00 9+50 10+00 11; NEW y C =201 _ z Sheet of ACCESS ROAD PROFILE o 10 20 �sF 103321 �= 6 18 z " SCALE: 1" = 10' O �. SCALE: 1" - 10' A'�OFESSIONP� PWGC Project Number ww Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 `� o of the New York State Education Law o a a 1254 1252 — 1250 — z 1248 — 1246 — 1244PWGC w 1242 7.8% 1240 1238 CLIENT DRIVEN SOLUTIONS P.W. GROSSER CONSULTING INC. 10+00 10+50 11+00 11+50 12+00 12+50 630 Johnson Avenue. . Suite 7 Bohemia. NY. 11716-2618 Phone: (631) 589-6353 . Fax: (631) 589-8705 E-mail: INFO@PWGROSSER.COM CONSULTANTS z 1260 L2 1258 — — — — 1256 J 1254 — w 1252 12+50 13+00 13+50 14+00 14+50 15+00 EXISTING GRADE, TYP. PROPOSED GRADE, TYP. 1270 9 1268 8 1266 �1264 5 1262 4 6.8% 3 SWPPP 07/22/2025 w 1260 2 CONSTRUCTION DOCUMENTS 06/27/2025 uu 1256 1 CONSTRUCTION DOCUMENTS 06/13/2025 125 Number Revision Description Revision Date 12544 — 1252 Designed By Date Submitted 15+50 16+00 16+50 17+00 Drawn By Date Created 15+00 17+50 RPV 03/04/25 Approved By Scale MTS AS NOTED Client: NY GROTON I (SOUTH MAIN STREET), LLC 228 AVIATION AVENUE, SUITE 200 BURLINGTON, VT 05403 Project: SOUTH MAIN STREET, EXT. NORTH PARCEL SOLAR FARM PLAN Project Address: SOUTH MAIN STREET TOWN OF GROTON TOMPKINS COUNTY, NEW YORK County Tax Map Number: Contract Number: ti 26-1-25.22 --- Regulatory Reference Number: Title of Drawing: 1264 0 1 _ 1260262 — — z 1258 — U 01256 g3/ ACCESS ROADTf >1254 LU w1252 1250 PROFILE II 1248 _ m L.rj Drawing Number: 17+50 18+00 18+50 19+00 19+50 P,,�O F NEW y 9 C =202 , z ACCESS ROAD PROFILE 0 10 20 Sheet of SCALE: 1" = 10' � 103321 �� 7 $ y N SCALE: 1 rr — 10' r"rOFEss' PWGC Project Number: ww Unauthorized alteration or addition z C to this drawing and related documents B RR2405 J is a violation of Section 7209 `� o of the New York State Education Law o rL rl TOPOGRAPHIC FEATURES MINOR CONTOURS (2-FT INTERVAL) �.� -- — -- -- — — — �1320� Mill 1161111CIR AGO MAJOR CONTOURS (10-FT INTERVAL) -- LQ�y6 —� V — — _ i DRAINAGE ELEMENTS —— A\� \ CD LOT 86 GRASSED WATERWAY � CULVERT CLIENT DRIVEN SOLUTIONS SITE FEATURES PROPERTY BOUNDARY P. N. GROSSER CONSULTING INC. ZONING SETBACK b APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 ADJACENT PROPERTY BOUNDARY Bohemia. NY. 11716-2618 Phone: 631 589-6353 . Fax: 631 589-8705 E-mail: INFO PWGROSSER.COM PAVED ROADWAY @ _ IMPLEMENT DUST CONTROL AS O O O O GRAVEL ROADWAY CONSULTANTS NECESSARY — — — — — I \I OH OVERHEAD ELECTRICAL UTILITY \\\\ — — — / ) I ---------------- UNDERGROUND ELECTRICAL UTILITY PROPOSED SILT SOCK SEE — _ — — — — __ 8-FT TALL DEER FENCE \DETAIL SHEET C-604 --'�= — r- ® SOLAR PANEL ARRAY \� — � J — - - — _ l SEED RESTORATION LIMITS PWGC APPROXIMATE LOCATION OF STOCKPILES, 1220 — TREE LINE TYP. SEE DETAIL SHEET C-604 — — / ` EROSION AND SEDIMENT CONTROL - 30 — �l M — f ` LAND GRADING ACTIVITIES LAND GRADING ACTIVITIES, TYP. — STABILIZED CONSTRUCTION ENTRANCE J /� / _ �4 =_ �� - - \ � � � � 1 - - � DUST CONTROL MEASURES I —ea— ,a -+a �a --�c �c 72 --�a - • STOCKPILE CONCRETE WASHOUT - --- \ +-- - - - -- _ -- - - - - - - --� - - - - -L J- - - - � _ '— -- aF— aF aF sF-- sF- aF aF aF _— AREA OF DISTURBANCE II / � \ \) I ! / 1-160 �— —_ — _ _ —_ _ _—_ _ _ TREE CUTTING (NO STUMP REMOVAL I I \ 72 —. — — --- --- --- OR GROUND DISTURBANCE) ✓�lllT TREE CLEARING (STUMP REMOVAL AND lllll��lj GROUND DISTURBANCE) =- --- - - -- -- \ � - - - - - - - \ -- - - / \ I II ° o � ° LINEAR STOCKPILE, TYP. — v \ \ \ PROPOSED APPROXIMATE LOCATION OF V v I STAGING AREA — 6 \ \ \ \ \\\\ \ / \ \\\\ ��\ r_ _ ° \ \ > — — — I I 3 SWPPP 07/22/2025 ° 2 CONSTRUCTION DOCUMENTS 06/27/2025 CONSTRUCTION DOCUMENTS 06/13/2025 \ \\ Number Revision Description Revision Date \ \ \ ! LL OF ��A — �� A °°O A � VA — Designed By Date Submitted ° ° 0 Drawn B Date Created 0 Y RPV 03/04/25 �r9— B � -- � , A roved B Scale PP Y oy \ �, \\ :\ �_ � \= �_\\\�" � ♦ " -- a— aF— 1 MTS AS NOTED �A V 0� LL !♦ — — —, _— -- �.. \— —� --- -- -- -- Client: �. _ — — — — -- — -- — — — — -- — — — — — — — — — NY GROTON I (SOUTH MAIN STREET), LLC SUITE 200 228 AVIATION AVENUE, S BURLINGTON, VT 05403 \ \ \ o \ — — — — — — — -- — — — — — — — — — -- -- — --- -- -- — — — — Project: SOUTH MAIN STREET, EXT. vvvv \v P v - W-W -Ill -W-WW-15W-46 - NORTH PARCEL SOLAR PROPOSED STABILIZEDCONSTRUCTI N —i — —� V - FARM PLAN P OPOS ST O \ \ \� Project Address: ENTRANCE, SEE DETAIL SHEET C-601 SOUTH MAIN STREET TOWN OF GROTON TOMPKINS COUNTY NEW YORK County Tax Map Number: Contract Number: ti \\ 26-1-25.22 --- Regulatory Reference Number: --- � \ Title of Drawing: EROSION AND y yy� SEDIMENT CONTROL PLAN Drawing Number: \ \\ �� /\j OFNEWyO s I\ C =20 W EROSION AND SEDIMENT 0 100 200 Fo 103321 ���= Sheet 8 of 18 ? N CONTROL PLAN '°'�oFEssioNP�' PWGC Project Number SCALE: 1" = 100' SCALE: 1" = 100' �' � w Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J fill is a violation of Section 7209 `� o of the New York State Education Law o a rl �� - • - • • top TOPOGRAPHIC FEATURES MINOR CONTOURS 2-FT INTERVAL �_ ---- .� ( ) \-� 1320� MAJOR CONTOURS 10-FT INTERVAL LPT76 _ _� v �! DRAI - GRASSED WATERWAY LOT,,, 86 T= E3 9 -- - �� I = _ _ _ _ _ _ _ = CULVERT - - J W I j CLIENT DRIVEN SOLUTIONS � - - - - \ /� =� f �� P.W. GROSSER CONSULTING INC. PROPERTY BOUNDARY ZONING SETBACK i / / / j _ / / I 1 \� \ I i W W W APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 SILT SOCK INSTALLED / ---- Bohemia. NY. 11716-2618 \ \ I ADJACENT PROPERTY BOUNDARY Phone: (631) 589-6353 . Fax: (631) 589-8705 � - j �jj/ � _� ,, BETWEEN PHASES, TYP. � � � � \ � \ � E-mail: INFO PWGROSSER.COM �/_ \ - - PAVED ROADWAY @ O O O O GRAVEL ROADWAY CONSULTANTS PHASE DESIGNATION, TYP. SEE / �j / OH OVERHEAD ELECTRICAL UTILITY PHASE SCHEDULE THIS SHEET �j/ - j/ ___ __________ � o o � UNDERGROUND ELECTRICAL UTILITY 8-FT TALL DEER FENCE ® SOLAR PANEL ARRAY PWGC SEED RESTORATION LIMITS Cr I nri TREE LINE EROSION AND SEDIMENT CONTROL 1230 LAND GRADING ACTIVITIES STABILIZED CONSTRUCTION ENTRANCE 0 _ DUST CONTROL MEASURES �,I Cn J STOCKPILE JCONCRETE WASHOUT / I ° ° - - - - - - - - - - - AREA OF DISTURBANCE - - TREE CUTTING (NO STUMP REMOVAL OR GROUND DISTURBANCE +- � / \ I - S T/7ZIlIlIZ10117Z� TREE CLEARING (STUMP REMOVAL AND ° \ \_ - ✓ GROUND DISTURBANCE) +\ + f �i T-y-y'llir V IF v Cl) _ I PHASE SCHEDULE tvv-vvvuv 'T V W V T IF V W V IF v 3 �I `so t �.� _ I 1 1. PRE-CONSTRUCTION MEETING. 1 � 3�� � (4.91±ACRE) 2. INSTALL E&S CONTROL MEASURES AS SHOWN. + 4 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO THE START OF CONSTRUCTION. + l I / 1 4. GRADE AS SHOWN. \ \ \ \ o 5. INSTALL ACCESS ROAD. o + °°° + + + f 6. INSTALL INFILTRATION TRENCHES AND GRASSED WATERWAY. ♦ \ Al M °O° + + 7. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. \ � � I 8. SEED, MULCH AND STABILIZE ALL DISTURBED AREAS. \ \ 1 \ \ ° + +_ + + cm�7 ♦ \ \ ` 1 I I I \ + \ + +\ 2 + 1. PRE-CONSTRUCTION MEETING. (4.81_ACRE) 2. INSTALL E&S CONTROL MEASURES AS SHOWN. 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO THE START OF CONSTRUCTION. � + \ I + + 2 + + 4. GRADE 5. INSTALL ACCESS ROAD. ✓oo \ I + + 6. INSTALL INFILTRATION TRENCHES. 9 \ \ 1 1 1 1 \ I \ + \ 7. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. 8 8. SEED, MULCH AND STABILIZE ALL DISTURBED AREAS. 7 3 1. PRE-CONSTRUCTION MEETING. 5 (4.77±ACRE) 2. INSTALL E&S CONTROL MEASURES AS SHOWN. 4 + �� ---rt--\� �S 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO 2 CONSTRUCTION DOCUMENTS 06/27/2025 THE START OF CONSTRUCTION. \ \ \ \\ \\\\ \ 3 / 4. GRADE AS SHOWN AND INSTALL GRASSED WATERWAY. CONSTRUCTION DOCUMENTS 06/13/2025 / / Number Revision Description Revision Date ' 5. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. I / / 6. SEED MULCH AND STABILIZE ALL DISTURBED AREAS. V� V ' Designed By Date Submitted 4 1. PRE-CONSTRUCTION MEETING. Drawn By Date Created \A _ � � (4.41±ACRE) 2. INSTALL E&S CONTROL MEASURES AS SHOWN. RPV 03/04/25 °ti l \ // � � \ I � � � � � 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO Approved By Scale THE START OF CONSTRUCTION. C1en MT5 AS NOTED ♦ \ \� I I 4 4. GRADE AS SHOWN AND INSTALL INFILTRATION TRENCHES. NY GROTON I (SOUTH MAIN STREET LLC \ \ ♦ 5. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. ' 6. SEED, MULCH AND STABILIZE ALL DISTURBED AREAS. 228 AVIATION AVENUE, SUITE 200 \ I BURLINGTON, VT 05403 \ ♦ \ 5 1. PRE-CONSTRUCTION MEETING. o 4.79±ACRE 2. INSTALL E&S CONTROL MEASURES AS SHOWN. Project -�� \ \_ \ �� I ( ) SOUTH MAIN STREET EXT. 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO \����/�\\ ♦♦\ ,���\� �� �� THE START OF CONSTRUCTION. �� 4. GRADE AS SHOWN AND INSTALL INFILTRATION TRENCHES. 5. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. NORTH PARCEL SOLAR \\ \ \\\\ \ ♦♦ \ \\ \ 6. SEED, MULCH AND STABILIZE ALL DISTURBED AREAS. 6 + 1. PRE-CONSTRUCTION MEETING. FARM PLAN (4.26_ACRE) 2. INSTALL E&S CONTROL MEASURES AS SHOWN. Project Address: \ \ \ \\\\ ♦ �\ �\ ��\� � \ \ 3. HAVE A QUALIFIED PROFESSIONAL CONDUCT A SITE ASSESSMENT PRIOR TO \�\� \ \ � � \� \ \ �� THE START OF CONSTRUCTION. SOUTH MAIN STREET 4. GRADE AS SHOWN AND INSTALL INFILTRATION TRENCHES. TOWN OF GROTON � \ \ \ \ �\ \ ♦♦ P � � \\ � � \� \\ � \\� \ 5. INSTALL SOLAR PANELS AND ASSOCIATED EQUIPMENT. TOMPKINS COUNTY, NEW YORK \ \ ' _OVA \ \ �� V�A \ VA\ \ \A�� \�� \\ V\\V�� 6. SEED, MULCH AND STABILIZE ALL DISTURBED AREAS. County Tax Contract V A - \ VA \� \ V� �� \ �� 26-1-25.22 --- _� \ \ �� �♦ �� V A V - - ,�.�, \- _ - - Regulatory Reference Number: NOTES: Title of Drawing: --' 1. SURVEYORS WILL BE INSTRUCTED TO STAKE OUT THE BOUNDARIES FOR EACH PHASE OF CONSTRUCTION. 2. CONTRACTOR SHALL NOT EXCEED 5 ACRES OF DISTURBANCE AT ANY ONE GIVEN TIME FOR - EACH PHASE OF CONSTRUCTION UNLESS RECEIVED APPROVAL FOR 5 ACRE WAIVER. N PHASING PLAN 3. PLEASE NOTE THAT THE ACREAGE FOR EACH PHASE DOES NOT REPRESENT THE ACREAGE OF PHYSICAL GROUND DISTURBANCE. THE BOUNDARY FOR EACH PHASE IS ONLY A REPRESENTATION OF THE AREA IN WHICH THE CONTRACTOR MAY OPERATE. 4. EACH PHASE MUST BE STABILIZED IN ACCORDANCE WITH NYSDEC STANDARDS AND j (BLUEBOOK) OF NEW), Drawing Number: \ \\\\\ \ \ \ \� \� \ \ \ \ \ \ \\� \ \��� \��� BEGIN ON THOEN EXIT PHAOE ION AND SEDIMENT CONTROL BLUEBOOK BEFORE DISTURBANCE CAN �P���� g� 0, s I _ \ \\ \ \\ C =204 zJ Za = Sheet of PHASING PLAN 0 100 200 sFOA 103321 �� 9 s '�OFESSIONP nn PWGC Project Number w w SCALE: 1" = 100' SCALE: 1" = 100' Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 `� o of the New York State Education Law o a a 7 7— \ \ A \ \ \ = PROPOSED LEYLAND CYPRESS VISUAL SCREENING, TYP. 12 SEE PLANTING DETAIL SHEET C-601 I _ 7 MINOR CONTOURS (2-FT INTERVAL) AcaI -1320 MAJOR CONTOURS (10-FT INTERVAL) PiCD LOTS, 86 � �� � � � � \� � � �� j / fi ��� � —�� �� � � � � � � � GRASSED WATERWAY v _ / � �� - _ _ _ _ _ _ _ _ = CULVERT CLIENT DRIVEN SOLUTIONS PROPERTY BOUNDARY P.W. GROSSER CONSULTING INC. ZONING SETBACK i �� / _� / j_�� j_ _�� �� I I \ / / / / — • W W W APPROXIMATE WETLAND AREA 630 Johnson Avenue. . Suite 7 \� / �� /�/ %// j _ /�_ _�\\\ /// / ( / —� — �, •I ADJACENT PROPERTY BOUNDARY Bohemia. NY. 11716-2618 _ Phone: (631) 589-6353 . Fax: (631) 589-8705 E-mail: INFO PWGROSSER.COM _ _ / • PAVED ROADWAY @ O O O O GRAVEL ROADWAY CONSULTANTS jl — — — _ _� �� I OH OVERHEAD ELECTRICAL UTILITY rt — — — — �� I� I -- UNDERGROUND ELECTRICAL UTILITY 0 0 0 0 8-FT TALL DEER FENCE SOLAR PANEL ARRAY Z� �/ SEED RESTORATION LIMITS = TREE LINE S � EROSION AND SEDIMENT CONTROL \ ` LAND GRADING ACTIVITIES 00 - \ 4� \ ` STABILIZED CONSTRUCTION ENTRANCE �� 1 �, � �/ , _0 — _ �- � � DUST CONTROL MEASURES I I I I 1 PROPOSED SEEDING AREA, ±26.70 AC. SEE \ • STOCKPILE SPECIFICATION SHEET C-001 �� -i [� CONCRETE WASHOUT - — — — — — — — - —————�—----J � �_ � � V AREA OF DISTURBANCE ° o �� V A \ __________= TREE CUTTING (NO STUMP REMOVAL \� �� 7 OR GROUND DISTURBANCE) \ oA — — — �� — �'���7111ZI"' � GROUND DISTURTREE CLEARING BANCE) TUMP REMOVAL AND 107 00, 1 \ I I I I I -4°°° - - - - - ---- _ - - - - - - - � I -- - - V-V-V V�v v w °° °oo ----�- 000 oor ono 00, 0, c". _ - _-_ °oo ° 000lk 9 8 °oo 6 ° 5 3 SWPPP 07/22/2025 I' 2 1CONSTRUCTION DOCUMENTS 06/27/2025 \ — 1 ICONqTRL-J('TION DOCUMENTS 06/13/2025 Number Revision Description Revision Date Designed By Date Submitted °000000000°o 000O°\o°0000°000 "oo oo°°�\0000000°°o �QQ.°o o\oo 000° oo °°000 o°s,, o 00000°o°oo oo° °o °o 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Drawn By Date Created RPV 03/04/2025 Approved By MTS Scale AS NOTED Client: NY UTH AIN 228 AVOA OON AVOENUEMSUITET OOET), LLC BURLINGTON, VT 05403 — — -- -- -- -- Project: SOUTH MAIN STREET EXT. vvvv \�v y P v -- - - - - - - -- - - - - NORTH PARCEL SOLAR FARM PLAN \ \ \\ \ \\\\ \ \ o PROPOSED LEYLAND CYPRESS \ \ \\ \ \ \\n VISUAL SCREENING, TYP. 23 SEE \ \\ \� Project Address: - \\ \ \ \ \� \ SOUTH MAIN STREET PLANTING DETAIL SHEET C-601 \ \\ \ \ TOWN OF GROTON TOMPKINS COUNTY, NEW YORK County Tax Map Number: Contract Number: ti 26-1-25.22 -- _� Regulatory Reference Number: \ _ — '-- \ \ Title of Drawing: LANDSCAPING PLAN - ° \ \V A m Drawing Number: �I PLANT LIST LANDSCPAING PLAN o 100 Zoo �� y OF NEI-1 " = = ��P�pE� St qN �� SCALE: 1 100' SCALE: 1 100' ` � MATURE SIZE sp C =500 o E _ z KEY QTY. BOTANICAL NAME COMMON NAME HEIGHT SPREAD INSTALLED SIZE CONDITION SPACING r CLI a = Sheet of m 35 JUNIPERUS COMMUNIS COMMON JUNIPER 5-15' 7-13' 3' B&B 15' 103321 10 18 2i NOTE: SPECIES LISTED ABOVE MAY BE REPLACED WITH SIMILAR NON-INVASIVE, NON-DECIDUOUS ALTERNATIVES. OFESSI�NP Pwcc Project Number ww Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J PWGC is a violation of Section 7209 ` o of the New York State Education Law o a a TYPICAL FILL SECTION TYPICAL CUT SECTION SELECT FILL PECULATION RATE TO BE AT A MIN EQUAL TO OR FASTER THAN EXISTING SUB-GRADE I CLEAN WASHED#57 REMOVE EXISTING TOP BRACE WIRE TO FORM A DOUBLE LOOP IN A FIGURE EIGHT FASHION REMOVE 6"TO8" I STONE. SOIL MIN 6"TQ8" EXISTING 5"x 16'PRESSURE TREATED POST, POSITIONED OVER THE BRACE PIN AT THE TOP AND IS HELD IN PLACE BY 6"0 x 16'PRESSURE TREATED 12"MIN. SOIL MIN 6"TO 8° VARIES(�4'MAX.) GRADE POST,TYP.OR 3"O.D. VARIES(24'MAX.) 1:4 SLOPE TO TYP.OR 3"O.D.GALVANIZED STEEL FENCE STAPLES AT THE BOTTOM. THE STAPLES SHOULD BE SET WITH NYSDOT ITEM STON GRADE EXISTING i 18"MIN. EXISTING GRADE POST OR APPROVED EQUAL SUFFICIENT SPACE TO ALLOW THE WIRE TO BE THREADED THROUGH-DO GALVANIZED STEEL POST OR STONE. I APPROVED EQUAL ` 1:4 SLOPE TO 2"WEAR �- '� ��-__� �� NOT SET THEM TIGHT. EXISTING GRADE SURFACE I - NYSDOT ITEM 70302STONE __ ___ ____ _______8"MIN__ _____J_ \ I Al __ _ I 4`T 16'BRACE SPACING,TYP. 16'LINE SPACING,TYP. OR I II � DONA A WIRE STRAINER APPROVED EQUAL CJ I IIIIIIIIIIII I _t - IIII�ili-III-III-III- 12.5 GUAGE CLASS 3 - 18'MIN.WRAP GALVANIZED HIGH GEOTEXTILE AROUND GEOCELL TENSILE BRACE WIRE(MIN CLIENT DRIVEN SOLUTIONS CARTHAGE MILLSFX-60HS TENSILE STRENGTH OF NON WOVEN GEOTEXTILE #4 TYPE 3 REBAR EXISTING SUBGRADE TO 170,000 LBS) J-HOOKS PER REMAIN UNCOMPACTED. P.W. GROSSER CONSULTING INC.MANUFACTURER RECOMMENDATIONS EXISTING SUBGRADE TO REMAIN UNCOMPACTED. I GEOCELL MATERIAL, CARTHAGE MILLS CX-206" I 10"GALVANIZED LANDSCAPE SPIKE OR PIN PWGC CARTHAGE MILLS CX-20 GEOCELL GEOCELL SYSTEMS(TYP.)(Di 630 Johnson Avenue. . Suite 7 (OR APPROVED EQUAL) PER MANUFACTURE TO SUPPORT BARBED STAPLES MINIMUM 9 GUAGE,CLASS 3 Bohemia. NY. 11716-2618 H2O LOADING/80,000 LBS/AXLE GEOTEXTILE FABRIC NON WOVEN LOAD 145 KN) GALVANIZED,1 4"LONG.THE TOP AND BOTTOM Phone: (631) 589-6353 . Fax: (631) 589-8705 CARTHAGE MILLS FX-60HS TWO HORIZONTAL WIRES TO BE STAPLED TO LINE E-mail: INFO@PWGROSSER.COM WITH ANPLAN LIMITED USE ACCESS ROAD TO BE ROANDOMST ALTERNATINOGNAL PATTERNPLESINA FLUSH WITH ENTRANCE AND MATCH CONSULTANTS EXISTING ELEVATION ;FPT71 ti EXISTING ELEVATION GRAVEL ACCESS ROAD DETAIL MAINTAINAMINIMUM6" WILDLIFE GATE UNDER i SCALE: NOT TO SCALE FENCE GENERAL NOTES: GEOGRID MATERIAL NOTES: EXISTING SUBGRADE THIGH TENSILE 12.5 GUAGE,HIGH TENSILE 1. THE GEOGRID, OR COMPARABLE PRODUCT, IS INTENDED FOR USE IN ALL WIRE,CLASS 3 ALL POSTS TO BE SET GALVANIZED.WOVEN CONDITIONS, IN ORDER TO ASSIST IN MATERIAL SEPARATION FROM NATIVE SOILS <\ 1. USE OF THIS DETAIL/CRITERION IS LIMITED TO ACCESS ROADS USED ON AN OCCASIONAL BASIS ONLY (I.E. PROVIDE USING A MECHANICAL WIRE TO BE COMPRISED \ ACCESS FOR MOWING, EQUIPMENT REPAIR OR MAINTENANCE) AND PRESERVE ACCESS LOADS. POST DRIVER OF 20 RIZONTAL 2. LIMITED USE PERVIOUS ACCESS ROAD IS LIMITED TO LOW IMPACT IRREGULAR MAINTENANCE ACCESS ASSOCIATED 2. GRAVEL FILL MATERIAL SHALL CONSIST OF 1-4" CLEAN, DURABLE, SHARP ANGLED WIRES,ASSEMBLED CRUSHED STONE OF UNIFORM QUALITY, MEETING THE SPECIFICATION OF WIRES, LSTAY WITH RENEWABLE ENERGY PROJECTS IN NEW YORK STATE. wITHVERrICALSTAY 3. REMOVE STUMPS. ROCKS AND DEBRIS AS NECESSARY, FILL VOIDS TO MATCH EXISTING NATIVE SOILS AND COMPACTION NYSDOT 703-02, SIZE DESIGNATION 3-5 OF THABLE 703-4. STONE MAY BE PLACED WIRES 12"APART. LEVEL. IN FRONT OF AND SPREAD WITH A TRACKED VEHICLE. GRAVEL SHALL NOT BE 4. REMOVED TOPSOIL MAY BE SPREAD IN ADJACENT AREAS AS DIRECTED BY THE PROJECT ENGINEER, COMPACT TO THE COMPACTED. DEGREE OF THE NATIVE IN SITU SOIL. DO NOT PLACE IN AN AREA THAT IMPEDES STORM WATER DRAINAGE. 3. GEOGRID SHALL BE MIRAFI BXG110 OR APPROVED EQUAL. GEOGRID SHALL BE 5. GRADE ROADWAY, WHERE NECESSARY, TO NATIVE SOILS AND DESIRED ELEVATION. MINOR GRADING FOR CROSS SLOPE DESIGNED BASED ON EXISTING SOIL CONDITIONS AND PROPOSED HAUL ROAD 8-FT DEER FENCE DETAIL CUT AND FILL MAY BE REQUIRED. SLOPES. 6. REMOVE REFUSE SOILS AS DIRECTED BY THE PROJECT ENGINEER. DO NOT PLACE IN AN AREA THAT IMPEDES STORM 4. IF MORE THAN ONE ROLL WIDTH IS REQUIRED, ROLLS SHOULD OVERLAP A SCALE: NOT TO SCALE WATER DRAINAGE. MINIMUM OF SIX INCHES. 7. THE LIMITED USE PERVIOUS ACCESS ROAD CROSS SLOPE SHALL BE 2.0%. THE LONGITUDINAL SLOPE OF THE ACCESS 5. REFER TO MANUFACTURER'S SPECIFICATION FOR PROPER TYING AND DRIVE SHOULD NOT EXCEED 10%. CONNECTIONS. BRACING NOTES 8. LIMITED USE PERVIOUS ACCESS ROAD IS NOT INTENDED TO BE UTILIZED FOR CONSTRUCTION WHICH MAY SUBJECT THE 6. LIMITED USE PERVIOUS ACCESS ROAD SHALL BE DRESSED AS REQUIRED WITH 1. BRACING IS REQUIRED AT ALL CORNER, END GATE, AND PULL ASSEMBLIES IN THE FENCE. ACCESS TO SEDIMENT TRACKING. THIS SPECIFICATION IS TO BE DEVELOPED FOR POST-CONSTRUCTION USE. SOIL ONLY 14" CRUSHED STONE MEETING NYSDOT 703-02 SPECIFICATIONS. BASIS OF 2. CORNERS ARE REQUIRED AT ALL POINTS WHERE THE FENCE ALIGNMENT CHANGES 15 DEGREES OR MORE THREE, 6 IN. X 16 FT. RESTORATION PRACTICES MAY BE APPLICABLE TO RESTORE CONSTRUCTION RELATED COMPACTION TO PRE-EXISTING DESIGN: TENCATE MIRAFI BXG110 GEOGRIDS; 365 SOUTH HOLLAND DRIVE, VERTICAL POSTS AND TWO 5 IN. X 16 FT. HORIZONTAL BRACES ARE REQUIRED FOR EACH CORNER. CONDITIONS AND SHOULD BE VERIFIED BY SOIL PENETROMETER READINGS. THE PENETROMETER READINGS SHALL BE PENDERGRASS, GA; 800-685-9990 OR 706-693-2226; WWW.MIRA 3. END BRACING IS REQUIRED WHERE THE FENCE ENDS AT A BUILDING OR ON EACH SIDE OF A GATE OPENING. TWO, 6 IN X 16 FT. COMPARED TO THE RESPECTIVE RECORDED READINGS TAKEN PRIOR TO CONSTRUCTION, EVERY 100 LINEAR FEET VERTICAL POSTS AND ONE 5 IN. X 16 FT. HORIZONTAL BRACE ARE REQUIRED FOR EACH END BRACE. ALONG THE PROPOSED ROADWAY. 4. PULL ASSEMBLIES ARE REQUIRED IN STRAIGHT SECTIONS OF FENCE SO THAT THE MAXIMUM DISTANCE BETWEEN CORNERS DOES NOT 9. TO ENSURE THAT SOIL IS NOT TRACKED ONTO THE LIMITED USE PERVIOUS ACCESS ROAD, IT SHALL NOT BE USED BY WOVEN GEOTEXTILE MATERIAL NOTES: EXCEED 1,320 DT. TWO 6 IN. X 16 FT. VERTICAL POSTS AND ONE 5 IN. X 16 FT. BRACE ARE REQUIRED CONSTRUCTION VEHICLES TRANSPORTING SOIL, FILL MATERIAL, ETC. IF THE LIMITED USE PERVIOUS ACCESS IS 1. SPECIFIED GEOTEXTILE WILL ONLY BE UTILIZED IN PLACID SOILS. PLACID SOILS 5. DOUBLE BRACES (FIGURE 4) SHOULD BE USED ON EACH END FOR STRAIGHT FENCE LINES EXCEEDING 1,000 FT. DOUBLE END BRACES COMPLETED DURING THE INITIAL PHASES OF CONSTRUCTION AND UTILIZED TO REMOVE SEDIMENT FROM CONSIST OF POORLY DRAINED SOILS COMPOSED OF FINELY TEXTURED REQUIRE THREE 6 IN. X 16 FT. HORIZONTAL BRACES. CONSTRUCTION VEHICLES AND EQUIPMENT PRIOR TO ENTERING THE LIMITED USE PERVIOUS ACCESS ROAD FROM ANY PARTICLES AND ARE PRONE TO RUTTING. PLACID SOILS ARE TYPICALLY PRESENT 6. FENCE SHALL HAVE A MINIMUM HEIGHT OF 8'AS PER CODE. LOCATION ON, OR OFF SITE. MAINTENANCE OF THE PERVIOUS ACCESS ROAD WILL BE REQUIRED IF SEDIMENT IS IN LOW-LYING AREAS WITH HYDROLOGIC SOILS GROUP (HSG) OF C OR D OR AS OBSERVED WITHIN THE CLEAN STONE. SPECIFIED FROM AN ENVIRONMENTAL SCIENTIST, SOIL SCIENTIST OR 10. THE LIMITED USE PERVIOUS ACCESS ROAD SHALL NOT BE CONSTRUCTED OR USED UNTIL ALL AREAS SUBJECT TO GEOTECHNICAL DATA. RUNOFF ONTO THE PERVIOUS ACCESS HAVE ACHIEVED FINAL STABILIZATION. 2. THE CONCERN OF POTENTIAL REDUCTION OF NATIVE INFILTRATION RATES DIE TO THE GEOTEXTILE MATERIAL WOULD NOT BE A SIGNIFICANT CONCERN IN POORLY 6"0x 16'PRESSURE 1$"ROUND TUBULAR HEAVY DUTY GALVANIZED 11. PROJECTS SHOULD AVOID INSTALLATION OF THE LIMITED USE PERVIOUS ACCESS ROAD IN POORLY DRAINED ARES, TREATED RED PINE POST, GALVANIZED FRAMING 8'x 12'GATE WITH 4"x 4" HEAVY DUTY GALVANIZED HOWEVER IF NO ALTERNATIVE LOCATION IS AVAILABLE, THE PROJECT SHALL UTILIZE WOVEN GEOTEXTILE MATERIAL AS DRAINED SOILS WHERE SEGREGATION OF PERVIOUS STONE AND NATIVE TYP.OR 3"O.D. MESH PANELS WELDED, 3, PITLE GATE DETAILED IN FOLLOWING NOTES. MATERIALS IS CRUCIAL FOR LONG TERM OPERATION AND MAINTENANCE. GALVANIZED STEEL POST TYP. TYPN3 EACH GATE HINGE, 12. THE DRAINAGE DITCH IS OFFERED IN THE DETAIL FOR CIRCUMSTANCES WHEN CONCENTRATED FLOW COULD NOT BE OR APPROVED EQUAL AVOIDED. THE INTENTION OF THE DESIGN IS TO MINIMIZE ALTERATIONS TO HYDROLOGY, HOWEVER WHEN DEALING WITH BASIS OF DESIGN: TENCATE MIRAFI RSI-SERIES WOVEN GEOSYNTHETICS; 365 SOUTH 2"TO4" 5%-15% GRADES NOT PARALLEL TO THE CONTOUR, A ROADSIDE DITCH MAY BE REQUIRED. THE NYS STANDARDS AND HOLLAND DRIVE, PENDERGRASS, GA; 800-685-9990 OR 706-693-2226; WWW.MIRMIRA 10"MIN. SPACING 12'GATE WIDTH 12'GATE WIDTH SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROLS FOR GRASSED WATERWAYS AND VEGETATED WATERWAYS ARE APPLICABLE FOR SIZING AND STABILIZATION. DIMENSIONS FOR THE GRASSED WATERWAY SPECIFICATION WOULD DONALDS WIRE STRAINER BE DESIGNED FOR PROJECT SPECIFIC HYDROLOGIC RUNOFF CALCULATIONS, AND A SEPARATE DETAIL FOR THE OR APPROVED EQUAL SPECIFIC GRASSED WATERWAY WOULD BE INCLUDED IN THIS PRACTICE. RUNOFF DISCHARGE WILL BE SUBJECT TO THE OUTLET REQUIREMENTS OF THE REFERENCED STANDARD. INCREASED POST-DEVELOPMENT RUNOFF FROM THE ASSOCIATED ROADSIDE DITCH MAY REQUIRE ADDITIONAL PRACTICES TO ATTENUATE RUNOFF TO PRE-DEVELOPMENT s CONDITIONS. PROVIDE KNOCK BOX AND 8 13. IF A ROADSIDE DITCH IS NOT UTILIZED TO CAPTURE RUNOFF FROM THE ACCESS ROAD, THE PERVIOUS ACCESS ROAD T COORDINATE WITH LOCAL 7 WILL HAVE A WELL-ESTABLISHED PERENNIAL VEGETATIVE COVER, WHICH SHALL CONSIST OF UNIFORM VEGETATION (I.E. EMERGENCYSERVICEs 6 BUFFER), 20 FEET WIDE AND PARALLEL TO THE DOWN GRADIENT SIDE OF THE ACCESS ROAD. POST-CONSTRICTION 5 OPERATION AND MAINTENANCE PRACTICES WILL MAINTAIN THIS VEGETATIVE COVER TO ENSURE FINAL STABILIZATION t 4 12.5 GUAGE CLASS 3 3 SWPPP 07/22/2025 FOR THE LIFE OF THE ACCESS ROAD. GALVANIZED HIGH 2 CONSTRUCTION DOCUMENTS 06/27/2025 14. THE DESIGN PROFESSIONAL MUST ACCOUNT FOR THE LIMITED USED PERVIOUS ACCESS ROAD IN THEIR SITE TENSILE BRACE WIRE(MIN 1 CONSTRUCTION DOCUMENTS 06/13/2025 ASSESSMENT/ HYDROLOGY ANALYSIS. IF THE HYDROLOGY ANALYSIS SHOWS THAT THE HYDROLOGY HAS BEEN TENSILE STRENGTH OF Number Revision Description Revision Date ALTERED FROM PRE-TO POST-DEVELOPMENT CONDITIONS (SEE APPENDIX A OF GP-0-20-001 FOR THE DEFINITION OF 170,00o LBS) "ALTER THE HYDROLOGY..."), THE DESIGN MUST INCLUDE THE NECESSARY DETENTION/RETENTION PRACTICES TO Designed By Date Submitted ATTENUATE THE RATES (10 AND 100 YEAR EVENTS) TO PRE-DEVELOPMENT CONDITIONS. MAINTAIN 4"SPACING GATE POST,TYP. Drawn By Date Created UNDER GATES RPV 03/04/25 LATCH IN OPEN POSITION Approved By scale MTS AS NOTED LOCKING TANG Client: RESTORE GRADE TO MATCH o LOCKING TANG NY GROTON I (SOUTH MAIN STREET), LLC EXISTING,OR PER SITE PLAN 228 AVIATION AVENUE, SUITE 200 �{ 0.6'TYP. SAW CUT IF PAVEMENT GATE LATCH BURLINGTON, VT 05403 Project: 1' 8-FT DEER FENCE GATE DETAIL SOUTH MAIN STREET, EXT. i DETECTABLE WARNING TAPE SCALE: NOT TO SCALE 4'MIN. NORTH RTH PARCEL SOLAR � SELECT BACKFILL MATERIAL ELECTRIC CONDUIT OR CABLE 6"0 x 16'PRESSURE TREATED RED PINE POST,TYP.OR FARM PLAN COMPACTED OR 3"O.D.GALVANIZED STEEL POST OR APPROVED EQUAL \\\ Project Address: 3' UNDISTURBED SOIL _� E GATE WIDTH � SOUTH MAIN STREET TOWN OF GROTON TOMPKINS COUNTY, NEW YORK County Tax Map Number: Contract Number: ti 26-1-25.22 --- GATE LATCH Regulatory Reference Number: Title of Drawing: ELECTRICAL TRENCH DETAIL 0 SCALE: NOT TO SCALE U 12.5 GUAGE CLASS 3 SITE DETAILS GALVANIZED HIGH TENSILE BRACE WIRE(MIN TENSILE STRENGTH OF 170,000 LBS) m GATE POST,TYP. Drawing Number: �I LATCH IN OPEN POSITION `�OF NEW a LOCKING TANG S 04 O�V o LOCKING TANG �yC =600 a z r a W � E GATE LATCH a = sheet of io 103321 ���� 11 18 MAN GATE DETAIL '��FESSI4NP PWGC Project Number ww SCALE: NOT TO SCALE Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 `� o of the New York State Education Law o a a FUSES CAT No. MANUFACTURER EXP 4038361C05CB COOPER 1 5 4 3 11 6 9 7 10;X2X3 1 14 CLF HTSS242125 HI-TECH OVERALL WIDTH 83.0 41.0 19.0 45.2 ECOMMENDED BOLT SIZE 0 0 . 0.5in DIAM. ® � MLO � � CLIENT DRIVEN SOLUTIONS 0) XO X1 N ' 45 PWGC P.W. GROSSER CONSULTING INC. w 2 350 350 s w 4 350 350 e 0 NJ q __J O a SPS-630 6 350 350 7 630 Johnson Avenue. . Suite 7 __l U 0 0 Bohemia. NY. 11716-2618 Q u; B 350 350 9 Phone: 631 589-6353 . Fax: 631 589-8705 10:� M ® D FRONT VIEW j N CONDUIT OPENING E-mail: INFO@PWGROSSER.COM O 7.5 6.5 6.5 6.5 9.2 a) 2 7.9 4.5 4.5 10.0 4.5 4.5 5.9 N z STRUCTURE LO � DEPTH 30 0 0 CONSULTANTS o 0 WIDTH 36 36 45 6.5 69.0 16 15 3 16 MINIMUM PAD WIDTH 82.3 41.8 36.2 POWER FLOW r'1 TOP VIEW HV & LV DETAIL MOUNTING PAD-SUGGESTED MINIMUM SIZE 2.65 min. ~I TANK SURFACE + FLOOR PLAN REAR TOP BOTTOM 0.75 CABLE EXIT R1 +1/8 NTERNAL -0 24 FRONT Q CENTER OF GRAVITY INSIDE 3 12 2.5 � BUBBLE PARKING STAND DETAIL ~ 6 131 18 19 1.- HAND HOLE 14"X25" = 2.- REMOVABLE PARTITION 0Lm�_ 39 J 3.- BAYONET FUSE HOLDER WITH DRIP SHIELD 3 3 < 4.- T BLADE SWITCH 630 AMP 5.- PARKING STAND TOTAL OF 3 STRUCTURES, TOTAL WEIGHT 2718 LBS WITH FRONT HINGED DOORS. O 6.- LIQUID LEVEL GAUGE WITH ALARM CONTACTS (SET AT LOW LEVEL) TOTAL WIDTH 117 INCHES WITH FRONT HINGED DOORS. 7.- PRESSURE RELIEF VALVE 50 SCFM 8.- PRESSURE VACUUM GAUGE WITH ALARM CONTACTS SET AT -7 PSIG TO 7.5 PSIG Structure 1 2 3 9.- THERMOMETER WITH ALARM CONTACTS (SET AT 85 C AND 105 C) Ship-Inches 36.00 36.00 45.00 10.- 1 INCH FILL PROVISION Shi -MM 914 914 1143 21 11.- TAP CHANGER Wdth-Inches 36.00 36.00 45.00 Wdth-MM 914 914 1143, 600A 20.8 12.- HV INTEGRATED BUSHING 25KV CLASS, 125KV BIL Depth(Inner)-In. 30.00 30.00 30.00 79.3 32.4 28.6 13.- SCHRADER VALVE De th Inner -MM 762 762 762 63.3 1 14.- LV BUSHING 10 HOLE BLADE SUPPORTED 45KVBIL 3300A Depth(Outer)-In. 43.00 43.00 43.00 15.- 1" DRAIN VALVE WITH 3/8" SAMPLER Depth Outer -M IV 1092 1092 1092 FRONT VIEW SIDE VIEW 16.- GROUND PADS Height-inches 90.00 90.00 90.00 17.- ANODIZED ALUMINUM NAMEPLATE Hei ht-MM 2286 2286 2286 18.- HV DOOR W/PENTA HEAD BOLT Weight-Lbs.(Est. 710 800 1208 1.378 19.- LV DOOR W/PENTA HEAD BOLT Il Wei ht-K . Est. 322 1 362 1 547 20.- REMOVABLE SILL (MILD STEEL) 21.- TANK (MILD STEEL) 22.- BASE (MILD STEEL) TRANSFORMER WEIGHTS 23.- LIFTING LUGS 9 Note: Overall Dimensions o 8 are nominal with tolerance CORE & COIL 4 892 LBS 0) 24.- CABINET REMOVABLE HOOD 7 of +/- 0.5 all other TANK AND FITTINGS 4 150 LBS `n 25.- CABINET (MILD STEEL) SWITCHGEAR DETAIL 6 dimensions have a tolerance 564 GALLONS OF VG-100 4 242 LBS 0 26.- DOOR HANDLE WITH PROVISION FOR PADLOCK 5 of +/- 0.1 TOTAL WEIGHT 13 284 LBS ANCHORING DETAIL 27.- TANK COVER SCALE: NOT TO SCALE 4 TOTAL WEIGHT HAVE A TOLERANCE OF +/-5%COLOR: ANSI 70 GRAY 28.- RADIATORS (MILD STEEL) z CONSTRUCTION DOCUMENTS 06/27/2025 DESIGNED TO OPERATE BELOW 3300.0 FEET ABOVE SEA LEVEL 29.- JACK BOSSES 1 CONSTRUCTION DOCUMENTS 06/13/2025 30.- TERMINAL BLOCK Number Revision Description Revision Date Designed By Date Submitted TRANSFORMER DETAIL Drawn By Date Created RPV 03/04/25 Approved By Scale SCALE: NOT TO SCALE Client: MTS AS NOTED NY GROTON I (SOUTH MAIN STREET), LLC 228 AVIATION AVENUE, SUITE 200 BURLINGTON, VT 05403 Project: TRANSFORMER SOUTH MAIN STREET, EXT. EDGE OF CRUSHED SWITCHBOARD STONE BASE EXTENDS 1 z' NORTH RTH PARCEL SOLAR PAST EDGE OF VAULT FARM PLAN Project Address: SOUTH MAIN STREET 19 TOWN OF GROTON TOMPKINS COUNTY, NEW YORK County Tax Map Number: Contract Number: ti 26-1-25.22 --- MANHOLE ACCESS Regulatory Reference Number: ... TRANSFORMER HATCH Title of Drawing: o_ 8'-6" SWITCHBOARD U 6'-4" VAULT ACCESS,TYP. VAULT ACCESS,TYP. SITE DETAILS II N �- 19, - Drawing Number: ,EOF NEW y G�.PEL SC o C =601 -.4 ? r a TRANSFORMER AND SWITCHGEAR CONCRETE = Sheet of o J'FOA 103321 �� 12 18 y PAD DETAIL Q "'OFESS'O� PWGC Project Number: SCALE: NOT TO SCALE w � w Unauthorized alteration or addition z C to this drawing and related documents B RR2405 J is a violation of Section 7209 `� o of the New York State Education Law o rL rl COPPER CLAD GROUND ROD NOTES: 1. THE COPPERWELD MESH GRID SHALL HAVE 3 INCHES OF#2 CRUSHED STONE BENEATH IT AND SHALL BE LAID 3 INCHES BELOW GRADE, OUTDOOR STRUCTURE ELECTRICAL NOTES: COVERED BY#2 CRUSHED STONE. PHOTO'S OF BELOW GRADE GROUNDING INSTALLATION SHALL BE SUBMITTED TO NATIONAL GRID FOR CLEARANCES 1. REFER TO NATIONAL GRID "SPECIFICATIONS FOR ELECTRICAL INSTALLATIONS" & C-STYLE TAPS REVIEW PRIOR TO BACKFILL. "SUPPLEMENTS TO THE SPECIFICATIONS FOR ELECTRICAL INSTALLATIONS" FOR ADDITIONAL CONNECTED TO GRID PREFERRED NOMINAL SYSTEM VOLTAGE 13.2kV DETAILS. ANY MODIFICATONS FROM NATIONAL GRIDS STANDARDS MUST BE SUBMITTED AND 5'-0" APPROVED BY NATIONAL GRID PRIOR TO INSTALLATION. 0 B.I.L. 110kV 2. ALL NON-CURRENT CARRYING METALLIAC PARTS SHALL BE BONDED TO EQUIPMENT GROUND POLE #4 EQUIPMENT GROUND WITH A STRANDED #4AWG BARE COPPER CONDUCTOR. THIS INCLUDES SWITCH FRAMES, GUY CLIENT DRIVEN SOLUTIONS PWGC WIRE DOWN LEAD MAX. kV RATING 15.5 WIRES, SWITCH BASES, AND THE NEUTRAL CONDUCTOR. LIGHTNING ARRESTER 3. POLES SHALL BE CLASS 3, FULL LENGTH PENTA TREATMENT, AND CONFORM TO THE P.W. GROSSER CONSULTING INC. POTENTIAL EQUALIZING GROUND WIRE DOWN (A) RECOMMENDED CENTERLINE-TO-CENTERLINE SPACING 21 -0" STANDARDS OF EEI TD-103 &ANSI 05.1. CROSSARMS SHALL CONFORM TO SPECIFICATIONS OF GRID 8"X8" LEAD OF BUSES EEI TD-90. 6'4' COPPERWELD MESH RECOMMENDED 18" 4. POLES SHALL BE A MINIMUM OF 40' IN HEIGHT, SET AT 6' MINIMUM DEPTH. 630 Johnson Avenue. . Suite 7 200A FLEXIBLE CU.BRAID (B)CLEARANCE BETWEEN LIVE 5. LOCATIONS AND QUANTITIES OF STRUCTURAL COMPONENTS ARE SUBJECT TO A DELEGATED Bohemia. NY. 11716-2618 TYPICAL SWITCH PARTS MINIMUM 12" DESIGN IS REQUIRED TO VERIFY THE STRUCTURAL INTEGRITY OF THE OVERHEAD Phone: (631) 589-6353 . Fax: (631) 589-8705 HANDLE TRANSMISSION SYSTEM AND SHALL ENCOMPASS ALL OF THE VARIABLE INCLUDING, BUT NOT E-mail: INFO@PWGROSSER.COM RECOMMENDED 10" LIMITED TO: GUY WIRES, ALL POLES & POLE MOUNTED EQUIPMENT, AND WIRING REQUIRED LIGHTNING ARRESTOR CONNECT DOWN LEADS (C)CLEARANCE FROM LIVE FOR OVERHEAD TRANSMISSION. THE DELEGATED DESIGN SHALL BE COMPLETED AND SEALED CONSULTANTS GROUND WIRE DOWN CONNECT TAPS TO GROUND RODS PARTS-TO-GROUND BY A LICENSED PROFESSIONAL ENGINEER AND INCLUDED AS PART OF THE SUBMITTAL TO GRID MINIMUM 7" LEAD 1 C TYPE TAP CONNECTORS PROCESS. MIN CLEARANCE TO UNGUARDED (D)VERTICAL 9'-6" 6. POLES SHALL BE A MINIMUM OF 25FT APART. REFER TO SITE PLANS FOR EXACT SPACING. POTENTIAL EQUALIZING GRID LIVE PARTS FOR PERSONNEL ON 7. REFER TO ESB 752-1994, SERVICE ABOVE 15,000 VOLTS, LARGE COMMERCIAL & INDUSTRIAL #4AWG BARE COPPER g"X 8"COPPERWELD MESH FOOT (E) HORIZONTAL 3'_61' FOR REFERENCES TO FIGURES FOR TABLE "OUTDOOR STRUCTURE ELECTRICAL CLEARANCES. Jwd OUTDOOR STRUCTURE ELECTRICAL #2 CRUSHED STONE SPACING OF HORN GAP (F) PHASE-TO-PHASE 3'-0" r, GROUND ROD SWITCHES WITHOUT ARC 3" CLAMP EXTINGUISHING DEVICES (G) PHASE—TO—GROUND 2'-0" 6"MIN 5/8"X 8'GROUND ROD (H) MINIMUM VERTICAL WIRE 22'-0" CLEARANCE TO UNGUARDED 3'MIN 3'MIN LIVE PARTS FOR VEHICULAR TRAFFIC RIGID BUS 22'-0" (S)SAFETY CLEARANCE TO STATION FENCE MINIMUM 10'-2" GROUND GRID & SWITCH HANDLE GROUNDING DETAILS 6 SCALE: NOT TO SCALE 10' 10' r 10, 42" 42" 52" 42" 52„ 52" 42" 52,r 18" 18" _1811— 18„ CROSSBAR(TYP) 18" CROSSBAR(TYP) 10" 4' -2" 1.0' 5'.0" 8'8' I XM I I 1° SOLID BLADE 3'6" to CUTOUT(TYP) 7"MIN I � s UTILITY METER \ -- / 8 7"MIN 7"MIN UTILITY CLASS 1 CABLE 7 I TERMINATION(TYP) 18"MIN \ I / 5 II GROUND ALL 4 MOUNTING BRACKETS 3 SWPPP 07/22/2025 II I I I I CONSTRUCTION DOCUMENTS 06/27/2025PRE-FORM DEADEND GRIP PRE-FORM DEADEND GRIP PRE-FORM DEADEND GRIP PRE-FORM DEADEND GRIP 2 1 CONSTRUCTION DOCUMENTS 06/13/2025 Number Revision Description Revision Date II II II Designed By Date Submitted II II II 7"MIN Drawn By Date Created RPV 03/04/25 Approved By Scale l i MTS AS NOTED Client: NY GROTON I (SOUTH MAIN STREET), LLC I I I I I I I I 228 AVIATION AVENUE, SUITE 200 I I i i I I 5"SCH80 PVC CONDUITS RUN I BURLINGTON, VT 05403 WITHIN RISER LINE GUARD TO Project: UNDERGROUND TRANSITION II I I I I SOUTH MAIN STREET, EXT. METER CABINET WITH I I II I METER CABINET COMMUNICATIONS(BY UTILITY) NORTH PARCEL SOLAR II II II II I I II FROST(EXPANSION)SLEEVE I I FARM PLAN WITHIN RISER LINE GUARD B FINISH G Project Address: I 5"SCH PVC SCH PVC I I SOUTH MAIN STREET I I I COUPLERS BELOW FINISH GRADE TOWN OF GROTON 3.6' 4.0' I I I 0.8' I o$' TOMPKINS COUNTY, NEW YORK County Tax Map Number: Contract Number: ti -I lip _ -_- -_- - ____ __- 26-1-25.22 ___ a 11=1 I I- - - J,,JIB I J; I I-I 1=1 I-I 1=1 1_ Regulatory Reference Number I I- -111- 1l1�, -11� J —� =1�1 i -III— _ICI— Title of Drawing: 0 TRANSITION TO SCH40 PVC SITE DETAILS III N V POLE C1 -CUSTOMER OWNED POLE WITH POLE C4-CUSTOMER OWNED RISER , POLE MAIN SERVICE DISCONNECT, C511 GANG POLE C2-CUSTOMER OWNED POLE WITH POLE C3-CUSTOMER OWNED POLE WITH CUSTOMER METER AND 600A Drawing Number ��-(JF NEW), 1 OPERAT��AIR BREAK 2 CUSTOMER OWNED RECLOSER, R516 3 WITH UTILITY OWNED METER 4 SOLID BLADE CUTOUTS, C513 C'` �PE� S�4No�i- ES SCALE: NOT TO SCALE SCALE: NOT TO SCALE SCALE: NOT TO SCALE `� C =602 r � z CLI a°' W s � Za = Sheet of TYPICAL UTILITY POLE DETAIL sFOA 103321 13 18 S '�OFESSIONP PWGCProjectNumber ww SCALE: NOT TO SCALE Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 `� o of the New York State Education Law o a a 3' PWGC CLIENT DRIVEN SOLUTIONS O O P.W. GROSSER CONSULTING INC. suvillb muss 630 Johnson Avenue. . Suite 7 UUUU Bohemia. NY. 11716-2618 1 uuu Phone: (631) 589-6353 . Fax: (631) 589-8705 BULLROCKSOLARE-mail: INFO@PWGROSSER.COM CONSULTANTS This Solar Facility is Operated and Maintained `Zr by Bullrock Solar DETAIL 5 Pivot arm per table PV Module in schedule(s) \\ rotated position Email: solar@bullrockcorp.com Phone: (802) 613-2488 \ / \\ // PV Module in \ / stowed position In Any Case of Life Threatening Emergency call 911 O O O Z / \ Q // \\ Purlin per stowed NO position schedules) WARNING DAN ER 0 G / \ TRESPASSING / \ � DETAIL 3 // \ ANYONE DAMAGING, VANDALIZING, OR z \ / u u a / \ INTERFERING WITH THE OPERATION OF HIGH H PRIVATE PROPERTY. a / \ THIS FACILITY IS IN VIOLATION OF TITLE VOLTAGE. UNAUTHORIZED ENTRY PROHIBITED. \ V 18. UNITED STATES CODE SECTION 1366 VIOLATORS WILL BE PROSECUTED UNDER AND PUNISHABLE BY 10 YEARS KEEP OUT AUTHORITY OF THE STATE OF NEW YORK IMPRISONMENT AND $50,000 FINE. PENAL LAW SECTION 140.10 w N Post per post z < al NOTES: schedule(s) w Z) C 1. SIGNS SHALL BE UV RESISTANT AND IN COLOR. SIGN MATERIAL SHALL BE HDPE OR LIGHT GAGE GALVANIZED STEEL. v .E 2. SIGNS TO BE ATTACHED TO FENCING WITH PERMANENT FASTENERS. 2 3. THE DETAILS SHOWN ARE TYPICAL FOR PERMITTING PURPOSES AND MAY BE REPLACED BY EQUIVALENT ±0.00 ALTERNATIVES PRIOR TO ISSUANCE OF BUILDING PERMIT. ° a ° SIGN DETAIL a a ° 4 ° 9 SCALE: NOT TO SCALE ° a ° a L — J ° d ° 8 A 7 6 5 4 3 SWPPP 07/22/2025 2 1CONSTRUCTION DOCUMENTS 06/27/2025 CONSTRUCTION DOCUMENTS 06/13/2025 n ZONE CONTROLLER MAST Number Revision Description Revision Date Designed By Date Submitted n PV Module Drawn By Date Created RPV 03/04/25 PV Module Gear Box Approved By Scale CORRUGATED METAL ROOF WITH RIDGE SEAM / FLASHING MTS AS NOTED Client: Pivot arm purlin clip each NY GROTON I (SOUTH MAIN STREET), LLC end [ (2) S7342-7] 228 AVIATION AVENUE, SUITE 200 INV-1 INV— INV— INV— INV— o 0 oa�o p p BURLINGTON, VT 05403 Li LACE 18" SERVICE LOOP OOO Project ®a�0 SOUTH MAIN STREET, EXT. ON THIS UNISTRUT z - NORTH PARCEL SOLAR>I H M h -f H H r T - T z I Lever arm ° ° FARM PLAN ® O (4) 3/8" x 3/4" HH Galy. Mounting plate Project Address: Bolt& Nut [2GB37X075HH] I beyond SOUTH MAIN STREET WITH 3/8" Galy. Washer [2W37GALV] and 3/8" I ® p TOWN OF GROTON Galy. Lock washer [2W37GALV-LOCK] TOMPKINS COUNTY, NEW YORK INV- INV- INV- INV- INV-1 County Tax Map Number: Contract Number 26-1-25.22 --- Purlin per table FRONT VIEW REAR VIEW Regulatory Reference Number: --- pop Rqq PopN schedules u I es F FTitle of Drawing: oPost per post Component schedule(s) on layout sheet(s) o Pivot arm [S7340] DGE INV-1 INV-2 INV-3 INV-4 INV-5 OF CRUSHED STONE BASE EXTENDS 1' PAST ROOF EDGE SITE DETAILS IV DETAIL 3 DETAIL 5 m INVERTER BANK DETAIL TRACKER SOLAR ARRAY DETAIL Drawing Number: -OF NEW SCALE: NOT TO SCALE SCALE: NOT TO SCALE Q �P0- SCq y0, s "�° � C =603 _ y J � _ z r W s � Za = Sheet of JF�A 103321 14 18 ' PWGC Project Number: SSIONP w Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 o of the New York State Education Law o a rl STANDARD AND SPECIFICATIONS FOR SYMBOL SYMBOL SYMBOL 50'MIN. - EXISTING TEMPORARY CONSTRUCTION AREA 3• S' PAVEMENT I = CRS = CONSTRUCTION SPECIFICATIONS SEEDING FOR WINTER SHUTDOWN 6"MIN. EXISTING FILTER Z MOUNTABLE BERM 1. ALL GRADED OR DISTURBED AREAS INCLUDING SLOPES SHALL BE PROTECTED DURING CONSTRUCTION SPECIFICATIONS GROUND CLOTH (OPTIONAL) CLEARING AND CONSTRUCTION IN ACCORDANCE WITH THE APPROVED SEDIMENT 1. THE AREA MUST BE ROUGH GRADED AND SLOPES PHYSICALLY STABLE. LARGE 50'MIN. CONTROL PLAN UNTIL THEY ARE PERMANENTLY STABILIZED. DEBRIS AND ROCKS ARE USUALLY REMOVED. 2. ALL SEDIMENT CONTROL PRACTICES AND MEASURES SHALL BE CONSTRUCTED, 2. SEED BED MUST BE SEEDED WITHIN 24 HOURS OF DISTURBANCE OR APPLIED AND MAINTAINED IN ACCORDANCE WITH THE APPROVED SEDIMENT SCARIFICATION OF THE SOIL SURFACE WILL BE NECESSARY PRIOR TO EXISTING 10'MIN. CONTROL PLAN AND THE "STANDARDS AND SPECIFICATIONS FOR SOIL EROSION SEEDING. GROUND AND SEDIMENT CONTROL IN DEVELOPING AREAS". 3. FERTILIZER OR LIME ARE NOT TYPICALLY USED FOR TEMPORARY SEEDINGS. 4. LATE FALL OR EARLY WINTER, THEN SEED CERTIFIED 'AROOSTOOK'WINTER RYE 3. TOPSOIL REQUIRED FOR THE ESTABLISHMENT OF VEGETATION SHALL BE STOCKPILED PWGC AT 100 LBS. PER ACRE (2.5 LBS./1000 SQ. FT.). 12'MIN. �, 12'MIN. PAVEMENT CONSTRUCTION SPECIFICATIONS IN AMOUNT NECESSARY TO COMPLETE FINISHED GRADING OF ALL EXPOSED AREAS. 5. HYDRO-SEEDING METHOD TO BE USED WHICH WILL PROVIDE UNIFORM r 4. AREAS TO BE FILLED SHALL BE CLEARED, GRUBBED, AND STRIPPED OF TOPSOIL TO CLIENT DRIVEN SOLUTIONS APPLICATION OF SEED TO THE AREA AND RESULT IN RELATIVELY GOOD SOIL T REMOVE TREES, VEGETATION, ROOTS OR OTHER OBJECTIONABLE MATERIAL. TO SEED CONTACT. 10'MIN. PIAN VIEW 6. MULCH THE AREA WITH WOOD FIBER HYDRO-MULCH OR OTHER SPRAYABLE 11 1. CLEAN AND STRIP ROADBED AND PARKING AREAS OF ALL VEGETATION, 5. AREAS WHICH ARE TO BE TOPSOILED SHALL BE SCARIFIED TO A MINIMUM DEPTH OF P.W. GROSSER CONSULTING INC. PRODUCTS APPROVED FOR EROSION CONTROL. L ROOTS AND OTHERS OBJECTIONABLE MATERIAL. FOUR INCHES PRIOR TO PLACEMENT OF TOPSOIL. 2. LOCATE PARKING AREAS ON NATURALLY FLAT AREAS AS AVAILABLE. 6. ALL FILLS SHALL BE COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, STANDARD AND SPECIFICATIONS FOR LOOSE CONSTRUCTION SPECIFICATIONS KEEP GRADES SUFFICIENT FOR DRAINAGE, BUT NOT MORE THAN 2 TO 3 PERCENT. SETTLEMENT, SUBSIDENCE OR OTHER RELATED PROBLEMS. FILL INTENDED TO SUPPORT BUILDINGS, STRUCTURES AND CONDUITS, ETC. SHALL BE COMPACTED 630 Johnson Avenue. . Suite 7 STABILIZATION BLANKETS FOR WINTER SHUTDOWN 1. STONE SIZE - USE 2" STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. 3. PROVIDE SURFACE DRAINAGE AND DIVERT EXCESS RUNOFF TO STABILIZED AREAS. IN ACCORDANCE WITH LOCAL REQUIREMENTS OR CODES. Bohemia. NY. 11716-2618 HYDRAULICALLY APPLIED BLANKETS 2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE 7. ALL FILL TO BE PLACED AND COMPACTED IN LAYERS NOT TO EXCEED 8 INCHES Phone: (631) 589-6353 . Fax: (631) 589-8705 THESE BLANKETS ARE FORMED BY MIXING DIFFERENT TYPES OF A 30 FOOT MINIMUM LENGTH WOULD APPLY). 4. VMAINTAIN EGETATION SHED.AND STABILIZED WITH IN THICKNESS. AS SOON AS GRADING IS ACCOMPLISHED. E-mail: INFO@PWGROSSER.COM MATERIALS WITH WATER AND ARE THEN APPLIED USING STANDARD 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. 8. EXCEPT FOR APPROVED LANDFILLS, FILL MATERIAL SHALL BE FREE OF FROZEN EE EQUIPMENT. THESE BLANKETS SHOULD NOT BE USED IN AREAS OF CONCENTRATED FLOW SUCH AS DITCHES AND 4. WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT 5. SPREAD 6-INCH COURSE OF CRUSHED STONE EVENLY OVER THE FULL WIDTH OF THE PARTICLES, BRUSH, ROOTS, SOD, OR OTHER FOREIGN OR OTHER OBJECTIONABLE USED CHANNELS. POINTS WHERE INGRESS OR EGRESS OCCURS. TWENTY-FOUR (24) FOOT IF SINGLE ROAD AND SMOOTH TO AVOID DEPRESSIONS. MATERIALS THAT WOULD INTERFERE WITH OR PREVENT CONSTRUCTION OF CONSULTANTSENTRANCE TO SITE. SATISFACTORY FILLS. FIBER FLEXIBLE GROWTH MEDIUM - THIS METHOD HAS THE ADDED COMPONENT 1/2 INCH 6 PROVIDE APPROPRIATE SEDIMENT CONTROL MEASURES TO PREVENT OFFSITE 9. FROZEN MATERIALS OR SOFT, MUCKY OR HIGHLY COMPRESSIBLE MATERIALS SHALL LONG, CRIMPED MANMADE FIBERS WHICH ADD A MECHANICAL BOND TO THE CHEMICAL .CAL BOND 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING SEDIMENTATION. NOT BE INCORPORATED IN FILLS. PROVIDED BY BFMS. THIS INCREASES THE BLANKETS RESISTANCE TO BOTH RAINDROP OF STONE. IMPACT AND EROSION DUE TO RUNOFF. UNLIKE BFMS, A FLEXIBLE GROWTH MEDIUM 10. FILL SHALL NOT BE PLACED ON SATURATED OR FROZEN SURFACES. TYPICALLY DOES NOT REQUIRE A CURING TIME TO BE EFFECTIVE. PROPERLY APPLIED, AN 6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CON- FGM IS ALSO VERY EFFECTIVE. STRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS 11. ALL BENCHES SHALL BE KEPT FREE OF SEDIMENT DURING ALL PHASES OF THERE IS NO NEED TO SMOOTH THE SLOPE PRIOR TO APPLICATION. IN FACT SOME IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. DEVELOPMENT. ROUGHENING OF THE SURFACE (EITHER NATURAL OR MECHANICALLY INDUCED) IS 7, MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREFERABLE. PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY, ALL 12. SEEPS OR SPRINGS ENCOUNTERED DURING CONSTRUCTION SHALL BE HANDLED IN HOWEVER, LARGE ROCKS (>-9 INCHES) AND EXISTING RILLS SHOULD BE REMOVED PRIOR TO SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED ONTO PUBLIC RIGHTS-OF-WAY ACCORDANCE WITH THE STANDARD AND SPECIFICATION FOR SUBSURFACE DRAIN APPLICATION. MIXING AND APPLICATION RATES SHOULD FOLLOW MANUFACTURERS MUST BE REMOVED IMMEDIATELY. OR OTHER APPROVED METHOD. RECOMMENDATIONS. 13. ALL GRADED AREAS SHALL BE PERMANENTLY STABILIZED IMMEDIATELY FOLLOWING CONSTRUCTION SPECIFICATIONS 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. FINISHED GRADING. 1. FGMS ARE TYPICALLY APPLIED IN TWO STAGES. UNLESS SPECIFICALLY 9, PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH 14. STOCKPILES, BORROW AREAS AND SPOIL AREAS SHALL BE SHOWN ON THE PLANS AND RECOMMENDED TO BE APPLIED IN ONE APPLICATION BY THE MANUFACTURER. RAIN. SHALL BE SUBJECT TO THE PROVISIONS OF THIS STANDARD AND SPECIFICATION. 2. THE SEED MIXTURE AND SOIL AMENDMENTS SHOULD BE APPLIED FIRST. 3. AFTER THE SEED MIXTURE IS APPLIED, THE HYDRAULICALLY APPLIED BLANKETS U.S. DEPARTMENT OF AGRICULTURE STABILIZED U.S. DEPARTMENT OF AGRICULTURE U.S. DEPARTMENT OF AGRICULTURE SHOULD BE SPRAYED OVER THE AREA AT THE REQUIRED APPLICATION RATE, NATURAL RESOURCES CONSERVATION SERVICE NATURAL RESOURCES CONSERVATION SERVICE CONSTRUCTION ROAD NATURAL RESOURCES CONSERVATION SERVICE LANDGRADING ACCORDING TO THE MANUFACTURES RECOMMENDATIONS NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION CONSTRUCTION NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION STABILIZATION NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPECIFICATIONS NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE ENTRANCE NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE U.S. DEPARTMENT OF AGRICULTURE EEDING/STABILIZATIO NATURAL RESOURCES CONSERVATION SERVICE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION BLANKET NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE SPECIFICATIONS SYMBOL SYMBOL 2"x2" WOODEN STAKES PLACED 10' O.C. COMPOST FILTER SOCK STABILIZE ENTIRE PILE WITH VEGETATION BLOWN/PLACED FILTER MEDIA OR COVER UNDISTURBED DISTURBED AREA AREA W W 2 SLOPE OR LESS W 12„ W � W W W W W W W MIN. W W W W W W W W W W W W W W W W W W W APPLY LIME TO BRING SOIL PH W W W W WW W W W W W W SECTION VIEW W W W W W W W W W W TO 6.5 TEMPORARY SEED W W W W W W W W W W W W W W W MULCH:LAYER OF COMMON HAY FERTILIZER:COMMERCIAL OR STRAW:2 TONS PER ACRE 5-10-5,175 POUNDS PER ACRE TOP SOIL TOP SOIL EXISTING CONTOURS �\ SILT FENCE (WITH WIRE FENCING / SUPPORT IN SLOPES>2:1) s°ry \� DISTURBED \ AREA / T 00 INSTALLATION NOTES ® \0 p� / CONSTRUCTION SPECIFICATIONS 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY ' ® 9 1. TOP SOIL,SEED,MULCH,AND FERTILIZER DISTURBED SOIL AREAS THAT WILL BE EXPOSED FOR 14 DAYS AND STABLE. ® 7 OR MORE 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:1. 3. UPON COMPLETION OF SOIL STOCKPILING,EACH PILE SHALL BE 6 SURROUNDED WITH EITHER SILT FENCING OR STRAWBALES, 2"x2" WOODEN 5 THEN STABILIZED WITH VEGETATION OR COVERED. STAKES PLACED 10' O.C. UNDISTURBED 4 4. SEE SILT FENCE DETAIL ABOVE. COMPOST FILTER SOCK AREA 3 SWPPP 07/22/2025 5. SILT FENCE TO BE 10'FROM TOE OF SLOPE AND 10'FROM 2 CONSTRUCTION DOCUMENTS 06/27/2025 PROPERTY LINES. PLAN VIEW 1 CONSTRUCTION DOCUMENTS 06/13/2025 Number Revision Description Revision Date U.S. DEPARTMENT OF AGRICULTURE TEMPORARY TOPSOIL Designed By Date Submitted NATURAL RESOURCES CONSERVATION SERVICE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION FERTILIZER, SEED SOIL STOCK PILE DETAIL COMPOST FILTER NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE AND MULCH DETAIL ADAPTED FROM DETAILS PROVIDED BY: FILTREXX SOCK Drawn By Date Created RPV 03/04/25 Approved By Scale /. MTS AS NOTED Client: NY GROTON I (SOUTH MAIN STREET), LLC 5'MIN SYMBOL SYMBOL A7 B 10 MILS-`��pIi>� - 228 AVIATION AVENUE, SUITE 200 ® ® LINERPLASTIC RJR \C I�-� �C,L� BURLINGTON, VT 05403 LINER Project: . I �_-� w/2 STAKES �-c �R _ I� REMOVE ALL PLASTIC & WIRE TABS. SOUTH MAIN STREET, EXT. (TYP) , DISCHARGE TO D 1 Z b Z 1 -�����~\� - C d d/2 SEMI-CONFINED SECTION _ CONDITION) UMTAILWATER OF NOT CUT BURLAP FROM SIDES NORTH PARCEL SOLAR TRAPEZIODAL CROSS SECTION CONDITION) OF BALL. ® ® SANDBAG w/2 \ REMOVE ALL PLASTIC CORDS FROM D 4 - T/2 - I TREE BALL, IF PRESENT. FARM PLAN ® ® ® ®� T I A--J B--J 10 MIL PLASTIC LINER STRAW BALES PARABOLIC CROSS SECTION I La _ I Project Address: PLAN ` SOUTH MAIN STREET OTHER MATERIAL CONSTRUCTION SPECIFICATIONS RISER PLANVIEW EVERGREEN TREE TOWN OF GROTON 10 MIL MAY BE USED 1. ALL TREES, BRUSH, STUMPS, OBSTRUCTIONS, AND OTHER OBJECTIONABLE MATERIAL �X MIN. DEPTH = DISCHARGE OR TOMPKINS COUNTY NEW YORK PLASTIC LINER AS APPROVED BY f SHALL BE REMOVED AND DISPOSED OF SO AS NOT TO INTERFERE WITH THE CITY TAILWATER DEPTH, WHICHEVER IS 2 BINDINGWIRE PROPER FUNCTIONING OF THE WATERWAY. GREATER DEPTH DICTATED BY SOIL SAUCER, TOP W/ MULCH County Tax Map Number: Contract Number: c STRAW BALES 2. THE WATERWAY SHALL BE EXCAVATED OR SHAPED TO LINE, GRADE, AND CROSS CHANNEL SECTION AT Z LLJ 26-1-25.22 --- a NATIVE MATERIAL SECTION AS REQUIRED TO MEET THE CRITERIA SPECIFIED HEREIN, AND BE FREE OF DISCH. END OF APRON SET TOP OF ROOTBALL 1" ABOVE Regulatory Reference Number: (OPTIONAL) BANK PROJECTIONS OR OTHER IRREGULARITIES WHICH WILL IMPEDE NORMAL FLOW. d/2 PIPE 6"MIN. o 0FINISH GRADE --- 3. FILLS SHALL BE COMPACTED AS NEEDED TO PREVENT UNEQUAL SETTLEMENT THAT Cq Title of Drawing: WOULD CAUSE DAMAGE IN THE COMPLETE WATERWAY. O T MIN. (=j SHREDDED BARK MULCH AT 4" DEPTH SECTION GRADED AGGREGATE �� Z o SANDBAG WOOD OR SANDBAG 4 DISPOSED ALL TOF SOOTHAT TVED DWILOLTNOTDINDTERFER IN ONWTRH THE IONFUNCTIONING OF SHALL BE ETHDEOR FILTER OR FILTER CLOTH Q 4" DEPTH OF COMPOST, INSTALL _ METALSTAKES WATERWAY. L_J m AND MIX W/PLANTING BACKFILL EROSION AND PROFILE VIEW 1.0' MIXTURE ` CONSTRUCTION SPECIFICATIONS 5. STABILIZATION SHALL BE DONE ACCORDING TO THE APPROPRIATE STANDARD G AND SPECIFICATIONS FOR VEGETATIVE PRACTICES. REMOVE BURLAP FROM TOP 1/3 S E D� C O N T RO L 1.NO WASHING OUT OF CONCRETE TRUCKS OR WASHING OF SWEEPINGS FROM EXPOSED AGGREGATE A. FOR DESIGN VELOCITIES OF LESS THAN 3.5 FT. PER. SEC., SEEDING AND w=d+La w=d+La OF PLANTING BALL N CONCRETE INTO STORM DRAINS,OPEN DITCHES,STREETS,OR STREAMS IS ALLOWED. MULCHING MAY BE USED FOR THE ESTABLISHMENT OF THE VEGETATION. _ 2.EXCESS CONCRETE IS NOT ALLOWED TO BE DUMPED ON-SITE,EXCEPT IN DESIGNATED TEMPORARY CONCRETE d/2 4" PREP PARED PLANTING MIXTURE DETAILS IT IS RECOMMENDED THAT, WHEN CONDITIONS PERMIT, TEMPORARY 4" D_ WASHOUT PIT AREAS. I~� �/ o = 3.ON-SITE TEMPORARY CONCRETE WASHOUT AREAS WILL BE LOCATED AT LEAST 50 FEET FROM STORM DRAINS, WATERWAYS OR OTHER MEANS SHOULD BE USED TO PREVENT WATER FROM / w 25/ COMPOST N OPEN DITCHES,OR WATER BODIES AS DETERMINED IN THE FIELD. ENTERING THE WATERWAY DURING THE ESTABLISHMENT OF THE VEGETATION. 6"\ 6" 00075% TOPSOIL 4.TEMPORARY CONCRETE WASHOUT FACILITIES WILL BE CONSTRUCTED AND MAINTAINED IN SUFFICIENT B. FOR DESIGN VELOCITIES OF MORE THAN 3.5 FT. PER. SEC., THE WATERWAY PH RANGE: 6.7 TO 7.0 QUANTITY AND SIZE TO CONTAIN ALL LIQUID AND CONCRETE WASTE GENERATED BY WASHOUT OPERATIONS. SHALL BE STABILIZED WITH SOD, WITH SEEDING PROTECTED BY JUTE OR GRADED AGGREGATE �� GRADED AGGREGATE �� 5 LBS. TYPE 1 -ROOT GROWTH 5.WASHOUT FACILITIES WILL BE CLEANED OUT OR REPLACED ONCE THE WASHOUT IS 75%FULL. EXCELSIOR MATTING OR WITH SEEDING AND MULCHING INCLUDING TEMPORARY FILTER OR FILTER CLOTH FILTER OR FILTER CLOTH ENHANCER PER CUBIC YARD OF 6.PLASTIC LINING MATERIAL WILL BE MINIMUM OF 10 MIL POLYETHYLENE SHEETING AND WILL BE FREE OF HOLES, Drawing Number: �I TEARS,OR OTHER DEFECTS. DIVERSION OF THE WATER UNTIL THE VEGETATION IS ESTABLISHED. SECTION A-A SECTION B-B MIXTURE N 7.WHEN WASHOUT FACILITIES ARE NO LONGER REQUIRED FOR WORK,THE HARDENED CONCRETE WILL BE C. STRUCTURAL - VEGETATIVE PROTECTION (AT END OF CULVERT) (AT END OF APRON) BALL DIA. `�OF NEw,j, a FACIOLI IESWILL DISPOSED BEREMOVOEDFROMTHESITEANDDSPOSEEDOF CONSTRUCT TEMPORARY CONCRETE WASHOUT STANDARDSUBSURFACE DRAWIING AND AS SPECIFIEDSHALL THE STANDARD ANNDAS SHOWN ON SPECIIFCATIONSTHE SEEENOTE: RIPRAP STANDARDS AND SPECIFICATIONS BAOLLI DEPTH.EXCAVATE IF ECAVOAT/ED BELOW THE �� `P�L ER THAN SCA �O�'� C =604 FOR SUBSURFACE DRAIN. MAXIMUM TAILWATER CONDITIONS - BALL DIA. X 2 MIN. po RIPRAP OUTLET BALL DEPTH BACKFILL AND COMPACT y ADAPTED FROM DETAILS PROVIDED BY: USDA - NRCS, ADAPTED FROM DETAILS PROVIDED BY: USDA NRCS, TO PREVENT SETTLEMENT. z NEW YORK STATE DEPARTMENT OF TRANSPORTATION, GRASSED NEW YORK STATE DEPARTMENT OF TRANSPORTATION, r � CONCRETE WASHOUT DETAIL a NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, WATERWAY NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION, PROTECTION EXAMPLE W R E NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE n 4/ s TREE PLANTING DETAIL a �= Sheet of z N 103321 �� 15 18 SCALE: NOT TO SCALE A �, '�OFEssI PWGC Project Number ww Unauthorized alteration or addition z C to this drawing and related documents B R R240 5 J is a violation of Section 7209 o of the New York State Education Law o a a 0cpsPreliminary Datasheet O MCOSOLAR 250 kW-600 Vf 1500 Vdc String Inverters for North America HELIENE 0 0 0 J PWGC 156HC M 1 O SL B Ifac aI Module CLIENT DRIVEN SOLUTIONS r'®c 156 Half-Cut Monocry stalline 565W - 585W P.W. GROSSER CONSULTING INC. 630 Johnson Avenue. . Suite 7 ` ® Bohemia. NY. 11716-2618 • Q ( • / Phone: INFO@PWGROSSER.COM8705 ISO 90011:201 • . - , , - ,- • C US Certified CONSULTANTS 'bi .• . .. . Intertek � - r,� r- o 0 0 4 oMco Manufactured Using International Quality CPS SCH250K-T-US-600 System Standards: IS090101 The 250 kW-600 V high power CPS three-phase string inverters are designed for ground mount applications.The units are high Half-Cut Design with Split Junction Box Technology performance,advanced,and reliable inverters designed specifically for the North American environment and grid.High efficiency at /��♦♦♦��♦♦®♦��� � 99%peak and 98.5%CEC,wide operating voltages, broad temperature ranges,and a NEMA Type 4X enclosure enable this inverter ♦ ♦ ♦ ♦ ♦ ♦ Bifacial Technology Enabling Additional Energy �'�♦� ♦��♦�♦�®®♦�����j♦ i platform to operate at high performance across many applications.The CPS 250 kW-600 V products ship with the Distributed or f,� �:��:���♦���♦♦���;®♦:�� a; Centralized Wire Box,each fully integrated and separable with AC and DC disconnect switches.The CPS FlexCIM Gateway enables Harvest from Rear Side - r ` �����:�♦♦;'®���♦ communication,controls,and remote product upgrades. 0 0 " \� ��►�♦ ��� s 2io First Year Degradation&0.5io Annual Power Degradation Key Features World-class Quality Local Sales,Service,and Support Helienes fully automated manufacturing With sales offices across the U.S. . ■ NFPA 70 and NEC compliant ■ NEMA Type 4X outdoor rated enclosure facilities with state-of-the-art robotics and Canada,Heliene prides itself on a, and computer aided inspection systems unsurpassed customer support for x•. 1r - t ■ Touch-safe DC Fuse holders add convenience and safety ■ Advanced Smart-Grid features(CA Rule 21 certified) • • ensure the highest level of product our clients. Heliene has become the ■ CPS FlexCIM Gateway enables remote firmware upgrades ■ kVA headroom yields 250 kW @ 0.9 PF quality and consistency brand of choice for many of the leading • • - - • • - .• - • All manufacturing locations are residential installers,developers and ■ Integrated AC and DC disconnect switches ■ 1.7 DC/AC inverter load ratios - •- compliant with international quality Independent Power Producers due ■ 1 MPPT with 30 fused inputs for maximum flexibility ■ Separable wire box design for fast service standards and are ISO 9001 certified to our innovative technology,product 0 ADJUSTABLE BEARINGS FAST customization capability and just in ■ Copper-and aluminum-compatible AC connections ■ NEC compliant and UL listed arc-fault protection Heliene modules have received time last-mile logistics support INSTALLATION • COMPENSATE Top Performer rankings in several • . POST MISALIGNMENT categories from PV Evolution Labs(PV Local sales and customer support EL)independent quality evaluations means answered phone calls and TM No Compromise Guarantee immediate answers to your technical " , MOTORS 15 Year Product Warranty Bankable Reputation and logistics questions. We understand 0MC0 *.*.*. - ••CONTROLLERS 25 Year Linear Performance Guarantee p your project schedules often change Established in 2010,Heliene is recognized with little warning and endeavor to in as highly bankable Tier 1 manufacturer of work with you to solve your project WIDESTOF • • a solar modules and has been approved for management challenges HIGHEST KWH PRODUCTION use by the U.S.Department of Defense, 09 U.S.Army Corps of Engineers and from FACT• . CT TRACKERS • • s°oa alias providers top tier utility scale project debt 0 • • • LONG, • • 3°'s By investing heavily in research and 0.7 development,Heliene has been able to stay • . • • A°06 on the cutting edge of advances in module °55 technology and manufacturing efficiency MADE BY . . . Go-, U6 ThiS deriIPC001pieswM 1 2 3 4 6 6 6 9 1° 11 12 13 14 16 16 1) 18 19 2°21 22 23 24 256 US MANUFACTURING PLANTS pan 15oftheFCCRAS Tar www.heliene.com C S ® CHINT POWER SYSTEMS AMERICA 2024/3-MKT NA Chint Power Systems America 1380 Presidential Drive,Suite 100,Richardson,TX 75081 Tel:855-584-7168 Mail:America5ales@chintpower.com Web:www.chintpowersystems.com 1 SL Bifacial Module omco l0w."rigin One-In-Portrait Tracker Technical Specifications 0CPS Technical Data Dimensions 1 SL Bifacial •. Electrical Data (STC) Peak Rated Power* P,PP(W) 585 580 575 570 565 Tracking Technology Single-row,horizontal,balanced,single-axis Model Name CPS SCH250K-T-US-600 Maximum Power Voltage VmPP(V) 45.85 45.64 45.44 45.23 45.02 DC Input Maximum Power Current Im (A) 12.77 12.70 12.64 12.58 12.52 9 Max.PV power 425 kW 4xDraina H°Iea pp Tracking Range 120° p sxs 8 Max.DC input voltage 1500 V Pi axorein e,H°les Open Circuit Voltage* V°°(V) 54.41 54.13 53.86 53.59 53.32 7 1-in-portrait Operating DC input voltage range 860-14i50 Vdc ex3 ** Modules and Monofacial and bifacial modules N Short Circuit Current Is°(A) 13.50 13.48 13.46 13.44 13.42 6 Configurations Framed silicon module-Up to 120 per tracker Start-up DC input voltage/power 900 V/250 W 5 Number of MPP trackers 1 Module Efficiency Eff(%) 20.9 20-8 20-6 20-4 20-2 First Solar Series 6 and Series 7 modules-Up to 96 per tracker ,065 x6 4 MPPT voltage range' 900-1300 Vdc o Maximum Series Fuse Rating MF(A) 30 30 30 I 30 30 3 SWPPP 07/22/2025 Height-Modules at 600-2.4 m(7.8 feet) Max.PV input current(Isc x1.25) 562,.5 A Dimensions Width-Modules horizontal-2.0 m(6.5 feet) Distributed Wire Box:30PV source circuits,fused Power Sorting Range [-0/+3%] 2 CONSTRUCTION DOCUMENTS 06/27/2025 Length-Up to 122 m(400 feet) Number of DC inputs Centralized Wire Box:1 input circuit,1-2 terminations per pole,non-fused 1 11CONSTRUCTION DOCUMENTS 06/13/2025 DC disconnection type Load-rated DC switch Bifaciality Factor*** 70±5% Number Revision Description Revision Date Driven C posts-OMCO produced,lower cost,faster lead time DC sure protection Type II MOV STC-Standard Test Conditions:Irradiation 1000 W/l-Air mass AM1.5-Cell temperature25°C, Foundations DrivenlorWposts-OMCOsourced g p yp 35x2 vm *PPP Production Tolerance±3%,*Va Production Tolerance±3%,-1.Production Tolerance±4% AC Rated AC output power 250 kW Output ***BifacialityFactor-Pmpp,�/Pmpp, wherePmpp,®,and Pmpp_are tested atSTC Designed By Date Submitted Structural Materials Galvanized steel per ASTM A653 Max.AC apparent power(selectable) 250 kVA(264 kVA @ PF>0.95) 4-07"0 Electrical Data (NMOT) Mcune,g Hole Drawn By Date Created 1 slew drive per tracker Rated output voltage 60C Vac Maximum Power Pn, (W) 436 432 429 425 421 RPV 03/04/25 Drive 20 drives per MW(typical) Output voltage rangez 528-660 Vac pp Approved By Scale Grid connection type3 3(D/PE/N(neutral optional) A Maximum Power Voltage VmPP(V) 43.56 43.36 43.17 42.97 42.77 MTS AS NOTED 1 24-volt do brushed motor per tracker Max.AC output current @ 600 Vac 254 A Client: Motor s-09xta Maximum Power Current Im (A) 10.01 9.97 9.93 9.89 9.85 20 motors per MW(typical) Rated output n 60 Hz Mounti H°Ie P° NY GROTON I (SOUTH MAIN STREET), LLC 4-04 a . . . . . Output frequencyncy ra rangege2 57-Ei3 Hz Open Circuit Voltage V (V) 5168 5143 5117 5091 5066 1 tracker control unit mounted to each tracker with internal inclinometer Power factor >0.99(±0.8 adjustable) cr°unaln H°la � 228 AVIATION AVENUE, SUITE 200 DC with 30 or 60-watt module and long-life LiFePO4 battery Curren ° 2 Short Circuit Current I.(A) 10.91 10.89 10.88 10.86 10.84 AC up to 264 vac input Max. THD <3r BURLINGTON VT 05403 Control System p p Max.fault current contribution(1 cycle RMS) 300 A NMOT-Nominal Module Operating Temperature: , Y 1 network controller per 100-150 trackers(wireless) Irradiance at 800W/ml,Ambient Temperature 20°C,Wind speed 1 m/s 1 or more meteorological stations per site Max.OCPD rating 400 A W Project: 1 remote access unit per site-datalogger and modem AC disconnection type Load-rated AC switch 1134 35 Mechanical Data SOUTH MAIN STREET, EXT■ AC surge protection Type II MOV System A-A(1:10) B-B(t:to) Solar Cells 156 Half Cut,M10,182mm,PERC Cells Network controller to tracker controllers:MODBUS over Zigbee wireless Y Communication Network controller to SCADA:MODBUSTCP/IP over ethernet Topology Transformerless �� Module Construction Framed Glass-Backsheet NORTH PARCELSOLAR Cloud app available for remote monitoring and predictive maintenance Max.efficiency 99.0/ CEC efficiency 98.5% 20 Dimensions(L x W x D) 2464 x 1134 x 35 mm(97.01 x 44.65 x 1.38 inch) Step Size 10 Standby/night ---� y g consumption p <6 W Weight 31 kg(68.34 Ibs) Tracking g Algorithm Based on United States Naval Observatory Solar Position Algorithm Environment FARM PLAN Tracking accuracy ±20 Enclosure protection degree NEMA Type 4X Frame Double Webbed 15-Micron Anodized Aluminum Alloy Glass 3.2mm Low-Iron Content,High-Transmission,PV Solar Glass with Anti Backtracking Optional-Optimized for each tracker based on topography Cooling method Variable speed cooling fans 9 Project Address: Operating temperature range -22°F to 140°F/-30°C to 60°C(aerating from 108°F/42°C) �� Reflective Coating Night Stow Yes Non-operating temperature rangea -40°Fto158°F/-40°Cto70°C o 0 SL Bifacial Seri SOUTH MAIN STREET Wind Stow Yes Operating humidity 0-95% Junction Box IP-68 rated with 3 bypass diodes TOWN OF G ROTON Operating altitude 8202 ft/2500 m(no derating) HELIENE INC.156HC-585 M30 SL BIFACIAL Snow Stow Yes Audible noise <80 dBA @ 1 m and 77°F(25°C) Output Cables 4mm2(12AWG),0.3 meter Symmetrical Cables TOMPKI NS COUNTY, NEW YORK Snow Sensor Optional Display and Communication Connectors Multi-Contact/Staubli MC4 or Renhe P ti User interface and display LED indicators,Blluetooth,and app County Tax Map Number: Contract Number: Flood Sensor Optional Inverter monitoring Modbus R5485,/CAN/Ethernet Certifications 26-1-25.22 -- Site-level monitoring CPS FlexOM Gateway(1 per 32 inverters) _ _ Regulatory Reference Number: cli Self-lubricating,long-life polymer blend wear surfaces. =w _ UL Certification UL61215,UL61730 --- Modbusdata mapping SunSpE c/CPS Title of Drawing: Bearings Adjustable in multiple dimensions to take up post misalignment. � _-_��-�� Delivered fully assembled from the OMCO Solar factory. Remote diagnostics/firmware upgrade functions Standard/(with FlexOM Gateway) _ Temperature Ratings Maximum Ratings Mechanical North-South Slopes U to 15% Powerhead:28.35 x 33.07 x 114.17 in(720 x 840 x 360 mm) Nominal Module Operating Operational Temperature -40°C to+85°C P P Dimensions(W x H x D) Wire Box:22.05 x 33.07 x 14.17 in(560 x 840 x 360 mm) +45°C(±2°C) EQUIPMENT Temperature(NMOT) Installation No welding or cutting in the field Powerhead:1;76.37 Ib(80 kg) Max System Voltage 1500V y Weight Wire Box:99.21lb(45kg) Temperature Coefficient of -0.34%/°C 8 Compliance UL3703,ASCE710 °' Mech.Load Test(Front) 113psf/5400Pa Mounting/installation angle Vertical SPECIFICATIONS Structural 10 years Stud type terminal 301(wire range:4 0 AWG-750 kcmil CU AL;lugs not supplied) HELIENE INC.156HC-585 M30 SL BIFACIAL Temperature Coefficient of V°° -0.25%/°C AC termination yp [ g / / g pp ) ,s Mech.Load Test(Back) 50psf/2400Pa � Control system 5 years standard,10 years optional Screw clamp terminal block IN](#12-1/0 AWG CU/AL) Temperature Coefficient of I 0.05%/°C Warranty Drive 5 years Distributed Wire Box:Screw clamp fuse holder(wire range:#14-#8 AWG CU) Fire Type Type' o Motor 5 years DC termination Centralized Wire Box:Busbar(wire range:#1 AWG-750 kcmil CU/AL[1 termination per pole], Dampers 4years #1 AWG-600 kcmil CU/AL[2 terminations per pole];lugs not supplied) Warranty Packaging Configuration Fused string inputs Standard/Distributed Wire Boxes:25 A fuses provided(fuse values up to 30 A acceptable) 3 ❑ e Y15 Year Product Warranty Modules per Pallet 40'Container: 31 pieces omeosolar.eom Safet a��• � Certifications and standards UL 1741-SA/SB Ed.3,CSA-C22.2 NO.107.1-01,IEEE 1547-2018,FCC Part 15,UL 16996 l i .£ _ ` �aaM��°.a..��:,�., 25 Year Linear Power Guarantee Modules per 40'Container: 620 pieces Drawing Number: OMCOSOLAR Arizona I Ohio I Indiana I Alabama Selectable grid standard IEEE 1547a-2014,IEEE 1547-2018,CA Rule 21,ISO-NE a., • �Po OF NEW N Smart-grid features Volt-RideThru,Freq-RideThru,Ramp-Rate,Specified-PF,Volt-VAR,Freq-Watt,Vol-Watt Modules per Pallet 53'Trailer: 28 pieces 602-352-2700 info@omcosolar.com sosoo, - • .._� U. P 0, s .. •:N� I Duality Warranty �� PEL SCq Standard 5 years „i Modules per 53'trailer: 588 pieces Extended terms 10,15,and 20 years «' y C =605 OMCO Solar, OMCO• .in-isa traclemarkofCMCO Solar, am 1)See user manual for further information regarding MPPT voltage range when operating at non-unity PF. on prouctHeliene reserveto e necessary justment to on r • • .. . .• • • •• .•.. .. . .. ,.. . • • • . • • • 1 2)The"output voltage range'and"output frequency range"may differ according to the specific grid standard. prior be ' 3 3)Delta configurations must not be corner-grounded. instructions ` Sheet of L USIF• 1,300,979 4)See user manual forfurther requirements regarding non-operating conditions. . 1 a Do a \ April 131h,2023 2SFO 103321 ��� 16 18 ss'li PWGC Project Number: SOLAR TRACKER SPECIFICATIONS INVERTER SPECIFICATIONS SOLAR PANEL SPECIFICATIONS Unauthorized alteration or addition w z C SCALE: NOT TO SCALE SCALE: NOT TO SCALE BRR2405 J to this drawing and related documents SCAL: NOT TO SCALE is State o of the New York State Education Law � o rL a \ 1111III z JOHN YOUN TM 26. 1-1CODY LIVING TRUST U XO G 9 TM 9.-2-8.2 O \ \ _ ( \ \ JO CLIENT DRIVEN SOLUTIONS P.W. GROSSER CONSULTING INC. \��� ADAM G BRICKEY / / JAMES R YOUNG 630 Johnson Avenue. . Suite 7 ��\ TM#: 13.-3 3.1 _ \� \ I I // / \ ` 1 1 / _ 1 \ �— �\ \ \� _ ` I \ / \\ TM#:26.-1-25.22 1 \ \ \ \ ; �_\�� �� \\\�� Bohemia. NY. 11716-2618 Phone: (631) 5FO@P3 . Fax: (6 R. 589-8705 E-mail: INFO@PWGROSSER.COM CONSULTANTS TRAVIS PIERCESCOTT TM#:26.-1-17.22 \ j \\ ( � ( r/ �l� �� TM#:26.-E 14 35F N J J �r=���/ •PP JAMES R YOUNGPP _ HOPE E COUNTS TM#: 13.-3-4 TM#: 13.-1-8 \ I f \\ �� ✓\�//j//�� �J� _` \ / \ / / —� )� l \ 1 I I I I \ GROTON \ VILLAGE OF GR _ v �, -TOWN OF GROTON \ \\, J \ SUB-CATCHMENT BOUNDARIES, TYP. �\ DP-4 =~\\\ /�j DP-2 \,\ WILLIAM CONWAY \ - 1230 1 ♦\ \ DP-3 �/, — — V \V \ 24 1 -/ _ A ! 7�S _o ti - — SUB-CATCHMENT 2 \\vvyyVAy \_\ - � - - � � , vv / I vvv vv \ % 1 \ 1 \ \\\ \\\ \\\ \ l I I r J I\ SUB CATCHMENT 4 ,260 ROBERT P DAUGHERTY \ \ I �\ I ( I I I /�I t' 12 , \ � TM#:26. 1 24.2 o t = _ SUB-CATCHMENT 3 , DANIEL J.CAREY �_ \\ \ \\ \ l / l TM#:30. 1-5 fool I I 1 I II II - I F&M LAND LLC ♦ \ \ \ \\\ r / l \ TM#.26.-1-24.1 I \ \ \ \\ 111 \ \ \ -CATCHMENT 1 I I SC, \ 11,1 I I ✓ _ \ � SUB-CATCHMENT ROBERT ZIMMER JR. \ \ °' \ 111 � I \\\ 9 I Y BARRY C SIEBE PP TM#:26.-1-25.21 8 / / TM#:26.-1-25.1 5 \ 4 1 3 SWPPP 07/22/2025 \ \\� \\\\\\ \\\ \ \\\\ \ \ / \\ /J 2 CONSTRUCTION DOCUMENTS 06/27/2025 \ \ \ \ \ \ \ \ \ \ \ Y \\ 1200= CONSTRUCTION DOCUMENTS 06/13/2025 � / \� �\ \ —_ \\\\\\�\=_/�,\\� _� \ � � Number Revision Description Revision Date \�\\ f � �A\��\�A� = A \ ��.._�j. ����-\ � �_ �� �� ��l` Designed By Date Submitted l\J Drawn By Date Created _� \ \ \\\ �\ VA \ \\\ \\ \� \ \\ \ ♦ \ \�� AA\ �\ �\ �/ / I 1 RPV 03/04/25 � y�V�� \\\���y pp y \� w �� \ V \\ r \ ved By MTS sale AS NOTED � 1\ Client: \\ y \\\may\\\ \� I NY GROTON I SOUTH MAIN STREET), LLC -� 228 AVIATION AVENUE, SUITE 200 BURLINGTON, VT 05403 VAV_ Project: v\ , vv _ � � � � �.� �� y vvv_ \• � y � � \_ �� v�� �wv�� y \\yvy\� y , , \ 1 TM#:26.-1 025.22 �♦ � VA\\_� VA�� �\ y • v vv SOUTH MAIN STREET EXT 7777 NORTH PARCEL SOLAR —� �` \ �~ \ GENEVIEVE VANBENSCHOTEN \� \ \ \\ TM#:31. 1 13.2 \\\ \\�\\\\ \ — — — — — — \ \ \ \\\ _ FARM PLAN l \ JOSEPH C MILLER y I \ \ I TM#:31.-1-12.212 \ \ \\ \ \ \\ \\�_\\\�= /�j Project Address: REED LUMBERT \ JOSEPH TANTRUM TM#:31.-1-15.1 ` TM#:31.-1-15.2 SOUTH MAIN STREET •— -� � \�_ -- � --- —� � — � \ \ _ �� _ \ \\�\\\ � \ � \\ \\\ \\\�\_ \��, � \ \ � � � �, �� ����� � � ` TOWN OF GROTON \ �\ TOMPKINS COUNTY, NEW YORK V_ VA \ �_ \\�\ \\ \ ��V jA �� I 'j County Tax Map Number: Contract Number: ����)Ii I 26-1-25.22 --- � Regulatory Reference Number: Title of Drawing: E 0 PRE-CONSTRUCTION 0 150 soo PRE-CONSTRUCTION SUB-CATCHMENT PLAN SCALE: 1" = 150' SCALE: 1" = 150' SUB-CATCHMENT N PLAN m Drawing Number: �EOF NEW y �'`G�.PEL SC q.yl�.f.� g °� SWPM1 00 oz r a PWGC "! = Sheet of m J'FOA 103321 �� 1 7 18 d OFESS' PWGC Project Number: w Unauthorized alteration or addition z C to this drawing and related documents B RR2405 J is a violation of Section 7209 ` o of the New York State Education Law o rL rl �i1111\ IIII Oz _ 1— o JOHN YOUNG COD LIVING 2UST � I / / ( TM#:26.-1-19 o LL o I l CLIENT DRIVEN SOLUTIONS �� �r \���_ ��_\\ i 1 /�// f , \ ` ` ( � / _ J = I ( / } \ \ 1 \ \ _ \ 1 P.W. GROSSER CONSULTING INC. � �^� =�----�--��-- --- � \� I < I / �� J � l \ \� _ � �i JAMES R YOUNG ADAM G BRICKEY I \_ / TM#:26.-1-25.22 \ 1 / �� \\ \\ 630 Johnson Avenue.. Suite 7 TM#: 13.-3-3.1 \ \ Bohemia. NY. 11716-2618 Phone: (631)589-6353. Fax: (631) 589-8705 E-mail: INFO@PWGROSSER.COM CONSULTANTS TRAVIS PIERCE f SCOTT METCALF TM#:26.-1-17.22 \ % �� / ( ( �_f � _ l / r TM#:26.-1-14.35 77 JAMES R YOUNG HOPE E COUNTS \ TM#: 13.-3-4 \ I \_ / �\ j4✓PP / TM#: 13.-1-8 VILLAGE OF GROTON TOWN OF GRO DP-4 SUB-CATCHMENT 2B TON 4/ �� SUB-CATCHMENT BOUNDARIES, TYP. DP-2 A��/ WILLIAM CONWAY r z s DP 73 _J \ _ - \ - _\� SUB-CATCHMENT 4 — � ,•- — -- - � -� - — I 1 72 -��� �- \ \ \\ \\\\ SUB CATCHMENT 2A I ROB TM#26.AU4H2 RTY �� — — — SUB-CATCHMENT 3 I -- I SUB-CATCHMENT 1A ` DA TM :30C1 5EY %\_ � F&M LAND LLC \\\\ I� ) \\ \ I I \ \\ \\ \ 1 II 1 I 1 \ 1 \ \\ TM#:26.-1-24.1 SUB-CATCHMENT 1B CD — — — J — ----- ROBERTZIMMERJR. \ \ `II \ \ 1 — — — -- l 9 PP BARRY C SIEBE \ \�� TM#:26.-1-25.21 \\ \� \ i— — — — I $ I TM#:26.-1-25.1 SUB CATCHMENT 1C == 1 I 5 PP — — I 3 SWPPP 07/22/2025 2 CONSTRUCTION DOCUMENTS 06/27/2025 1 CONSTRUCTION DOCUMENTS 06/1 25 Number Revision Description Revisionn Date Date - I Designed By Date Submitted \ \ \\ \ I \ Drawn By Date Created RPV 03/04/25 _ - - - _-_-- _- -_- - -- -_____--__-_�---- ( \ Approved By Scale �\ _ — — — — — - - - -- - - - DP-1 -- - - - -- -- - -- — -- — -- —� I MTS AS NOTED Client: l \ I I NY GROTON I (SOUTH MAIN STREET), LLC 228 AVIATION AVENUE, SUITE 200 BURLINGTON, VT 05403 Project. JAMES 6,°5�zvvv��_ \ �� SOUTH MAIN STREET 1 EXT. _vy v ��� _ _� _ _ — wy v NORTH PARCEL SOLAR GENEVIEVE VANBENSCHOTEN ARM PLAN TM#:31.-1-13.2 \�\ JOSEPH C MILLER �\ \ \_ \ \ \� _ \ L Project Address:TM#.31.-1-12.212 � \ \ � �_ REED LUMBERT JOSEPH T ANTRUM I 1 I IIIIII IIIIIIIII 1 SOUTH MAIN STREE TTM#:31.-1-15.1 TM#:31.-1-15.2 v TOWN O F GROTON OL71 — TOMPKINS COUNTY, N EW YORK N \ CountyTax Ma Number: Contract Number: � p z6-i-z5.zz / Regulatory Reference Number: o ////./� d Title of Drawing: 3 0 0 0 POST-CONSTRUCTION 0 150 300 POST CONSTRUCTION SUB-CATCHMENT PLAN SCALE: 1" = 150' SUB-CATCHMENT SCALE: 1" = 150' 0 PLAN m 0 U _N N Drawing Number: �PIMF NE41 \G�.PEL Cq.ylo'Q.� SWPW1 01 r mm C7 W Sheet of 103321 ��� 18 18 N �Q a OFESS' PWGC Project Number: w rii PWGC Unauthorized alteration or addition z to this drawing and related documents B RR2405 w is a violation of Section 7209 o of the New York State Education Law 3 0 a a 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX E UNITED STATES DEPARTMENT OF AGRICULTURE WEB SOIL SURVEY �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 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 N RCS States Department of Agriculture and other Tompkins Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, New Conservation Stations, and local Service participants York WA , h f 0 1,000 ft October 24, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.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 Tompkins County, New York........................................................................... 14 Ab—Alluvial land......................................................................................... 14 BgC—Bath and Valois soils, 5 to 15 percent slopes................................... 16 EbB—Erie channery silt loam, 3 to 8 percent slopes.................................. 18 EbC—Erie channery silt loam, 8 to 15 percent slopes................................20 EcA—Chippewa and Alden soils, 0 to 8 percent slopes............................. 21 FdB—Fredon silt loam, 0 to 5 percent slopes.............................................23 HdC—Howard gravelly loam, 5 to 15 percent simple slopes......................25 HdD—Howard gravelly loam, 15 to 25 percent slopes................................26 HpE—Howard and Palmyra soils, 25 to 35 percent slopes.........................27 LaB—Langford channery silt loam, 2 to 8 percent slopes...........................29 PhB—Phelps gravelly silt loam, 3 to 8 percent slopes................................31 References............................................................................................................33 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 0 N N V) V) 3BB400 388500 388600 388700 388800 388900 389000 389100 389200 389300 389400 3895DO 42'34'46"N 42'34'46"N v — pop a a a • a �a♦ I� h115 S 42°34'20"N - 42°34'20"N 3BB300 3BB400 388500 388600 3BB700 388800 38M 389000 389100 389200 389300 389400 389500 3 3 bi fn Map Scale:1:5,620 W printed on A landscape(11"x 8.5")sheet. a N Meters N N 0 50 100 200 300 Feet 0 250 500 1000 1500 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) Stony Spot 1:20,000. Soils Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot P1 0 Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil � Soil Map Unit Points 9 pp 9 Y .- Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Lo Blowout Water Features scale. - Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot 1-44 Rails measurements. Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Tompkins County,New York Saline Spot Survey Area Data: Version 19,Sep 5,2023 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Apr 1,2020—Oct 1, Slide or Slip 2020 oa Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ab Alluvial land 2.3 2.3% BgC Bath and Valois soils,5 to 15 16.7 16.7% percent slopes EbB Erie channery silt loam,3 to 8 0.7 0.7% percent slopes EbC Erie channery silt loam,8 to 15 0.2 0.2% percent slopes EcA Chippewa and Alden soils,0 to 0.1 0.1% 8 percent slopes FdB Fredon silt loam,0 to 5 percent 11.3 11.3% slopes HdC Howard gravelly loam,5 to 15 14.8 14.7% percent simple slopes HdD Howard gravelly loam, 15 to 25 22.1 22.1% percent slopes HpE Howard and Palmyra soils,25 3.3 3.3% to 35 percent slopes LaB Langford channery silt loam,2 13.3 13.3% to 8 percent slopes PhB Phelps gravelly silt loam,3 to 8 15.2 15.2% percent slopes Totals for Area of Interest 100.0 100.0% 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 11 Custom Soil Resource Report particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 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. 12 Custom Soil Resource Report Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Tompkins County, New York Ab—Alluvial land Map Unit Setting National map unit symbol: 9xkp Elevation: 100 to 3,000 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Not prime farmland Map Unit Composition Fluvaquents and similar soils:40 percent Udifluvents and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fluvaquents Setting Landform: Flood plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Parent material:Alluvium with highly variable texture Typical profile H1 - 0 to 5 inches: silt loam H2- 5 to 72 inches: gravelly silt loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to very high (0.06 to 19.98 in/hr) Depth to water table:About 0 inches Frequency of flooding: FrequentNone Frequency of ponding: Frequent Calcium carbonate, maximum content: 15 percent Available water supply, 0 to 60 inches: Moderate (about 6.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Ecological site: F140XY015NY-Wet Low Floodplain Hydric soil rating: Yes Description of Udifluvents Setting Landform: Flood plains Landform position (two-dimensional): Summit 14 Custom Soil Resource Report Landform position (three-dimensional):Talf Down-slope shape: Concave Across-slope shape: Convex Parent material:Alluvium with a wide range of texture Typical profile H1 - 0 to 4 inches: gravelly loam H2-4 to 72 inches: very gravelly sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to very high (0.06 to 19.98 in/hr) Depth to water table:About 24 to 72 inches Frequency of flooding: NoneFrequent Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Available water supply, 0 to 60 inches: Low (about 5.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A Ecological site: F140XY014NY- Low Floodplain Hydric soil rating: No Minor Components Eel (teel) Percent of map unit: 5 percent Hydric soil rating: No Genesee (hamlin) Percent of map unit: 5 percent Hydric soil rating: No Sloan Percent of map unit: 5 percent Landform: Flood plains Hydric soil rating: Yes Fresh water marsh Percent of map unit: 5 percent Landform: Marshes Hydric soil rating: Yes Wayland Percent of map unit: 5 percent Landform: Flood plains Hydric soil rating: Yes 15 Custom Soil Resource Report BgC—Bath and Valois soils, 5 to 15 percent slopes Map Unit Setting National map unit symbol: 2v32c Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Bath and similar soils:40 percent Valois and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bath Setting Landform: Mountains, hills Landform position (two-dimensional): Backslope, summit, shoulder Landform position (three-dimensional): Side slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till derived mainly from gray and brown siltstone, sandstone, and shale Typical profile Ap- 0 to 9 inches: channery silt loam Bw1 - 9 to 15 inches: channery silt loam Bw2- 15 to 25 inches: channery loam E-25 to 29 inches: channery loam Bx-29 to 52 inches: very channery silt loam C- 52 to 72 inches: very channery silt loam Properties and qualities Slope: 5 to 15 percent Surface area covered with cobbles, stones or boulders: 0.0 percent Depth to restrictive feature: 26 to 38 inches to fragipan Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.14 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Available water supply, 0 to 60 inches: Low(about 4.5 inches) 16 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F140XY03ONY-Well Drained Dense Till Hydric soil rating: No Description of Valois Setting Landform: End moraines, lateral moraines, valley sides Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy till derived mainly from sandstone, siltstone, and shale Typical profile H1 - 0 to 2 inches: gravelly silt loam H2- 2 to 32 inches: gravelly silt loam H3-32 to 49 inches: gravelly silt loam H4 -49 to 60 inches: gravelly silt loam Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: 24 to 36 inches to fragipan Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:About 24 to 35 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F140XY027NY-Well Drained Till Uplands Hydric soil rating: No Minor Components Mardin Percent of map unit: 5 percent Landform: Mountains, hills Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Lordstown Percent of map unit: 5 percent Landform: Hills, mountains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Mountainflank, nose slope, side slope 17 Custom Soil Resource Report Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Volusia Percent of map unit: 5 percent Landform: Mountains, hills Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, interfluve, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Erie Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Langford Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Backslope, shoulder Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No EbB—Erie channery silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2wn35 Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Erie and similar soils:80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Erie Setting Landform: Hills 18 Custom Soil Resource Report Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Parent material:Till Typical profile Ap- 0 to 9 inches: channery silt loam E-9 to 13 inches: channery silt loam Bg- 13 to 15 inches: channery silt loam Bx- 15 to 38 inches: channery silt loam C-38 to 72 inches: channery loam Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: 10 to 21 inches to fragipan Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low(0.01 to 0.14 in/hr) Depth to water table:About 7 to 14 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Very low(about 2.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Ecological site: F140XY024NY- Moist Dense Till Hydric soil rating: No Minor Components Langford Percent of map unit: 10 percent Landform: Hills Landform position (two-dimensional): Backslope, shoulder Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Chippewa Percent of map unit: 5 percent Landform: Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Fremont Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope, summit 19 Custom Soil Resource Report Landform position (three-dimensional): Base slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No EbC—Erie channery silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2wn36 Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Erie and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Erie Setting Landform: Hills Landform position (two-dimensional): Footslope Landform position (three-dimensional): Side slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Parent material:Till Typical profile Ap- 0 to 9 inches: channery silt loam E-9 to 13 inches: channery silt loam Bg- 13 to 15 inches: channery silt loam Bx- 15 to 38 inches: channery silt loam C-38 to 72 inches: channery loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: 10 to 21 inches to fragipan Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low(0.01 to 0.14 in/hr) Depth to water table:About 7 to 14 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Very low(about 2.9 inches) 20 Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: F140XY024NY- Moist Dense Till Hydric soil rating: No Minor Components Langford Percent of map unit: 10 percent Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Head slope, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Chippewa Percent of map unit: 5 percent Landform: Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Fremont Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No EcA—Chippewa and Alden soils, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2v32v Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Chippewa and similar soils: 55 percent Alden and similar soils: 30 percent Minor components: 15 percent 21 Custom Soil Resource Report Estimates are based on observations, descriptions, and transects of the mapunit. Description of Chippewa Setting Landform: Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Loamy till dominated by siltstone, sandstone, and shale fragments Typical profile Ap- 0 to 7 inches: silt loam Eg- 7 to 15 inches: channery silt loam Bxg- 15 to 45 inches: channery silt loam C-45 to 72 inches: channery silt loam Properties and qualities Slope: 0 to 8 percent Surface area covered with cobbles, stones or boulders: 0.0 percent Depth to restrictive feature: 8 to 20 inches to fragipan Drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately low(0.00 to 0.14 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Available water supply, 0 to 60 inches: Low(about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: D Ecological site: F140XY016NY- Mineral Wetlands Hydric soil rating: Yes Description of Alden Setting Landform: Depressions Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional): Base slope, side slope Down-slope shape: Concave Across-slope shape: Concave, linear Parent material:A silty mantle of local deposition overlying loamy till Typical profile H1 - 0 to 10 inches: mucky silt loam H2- 10 to 23 inches: silt loam H3- 23 to 36 inches: channery silt loam H4 -36 to 60 inches: channery silt loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class:Very poorly drained 22 Custom Soil Resource Report Capacity of the most limiting layer to transmit water(Ksat): Moderately low to moderately high (0.06 to 0.57 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: High (about 9.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Ecological site: F140XY016NY- Mineral Wetlands Hydric soil rating: Yes Minor Components Volusia Percent of map unit: 10 percent Landform: Mountains, hills Landform position (two-dimensional): Footslope Landform position (three-dimensional): Side slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Chippewa, very poorly drained Percent of map unit: 5 percent Landform: Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes FdB—Fredon silt loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9xln Elevation: 250 to 1,200 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Prime farmland if drained Map Unit Composition Fredon and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. 23 Custom Soil Resource Report Description of Fredon Setting Landform:Terraces, valley trains Landform position (two-dimensional): Footslope Landform position (three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy over sandy and gravelly glaciofluvial deposits Typical profile H1 - 0 to 15 inches: silt loam H2- 15 to 25 inches: gravelly loam H3- 25 to 60 inches: gravelly silt loam Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat poorly 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:About 9 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 3 percent Available water supply, 0 to 60 inches: Low(about 5.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: B/D Ecological site: F101XY006NY- Moist Outwash Hydric soil rating: No Minor Components Howard Percent of map unit: 5 percent Hydric soil rating: No Palmyra Percent of map unit: 5 percent Hydric soil rating: No Halsey Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Lamson Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Phelps Percent of map unit: 5 percent Hydric soil rating: No 24 Custom Soil Resource Report HdC—Howard gravelly loam, 5 to 15 percent simple slopes Map Unit Setting National map unit symbol: 9xly Elevation: 160 to 1,970 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Howard and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Howard Setting Landform:Terraces, valley trains Landform position (two-dimensional): Shoulder Landform position (three-dimensional):Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone Typical profile H1 - 0 to 9 inches: gravelly loam H2- 9 to 25 inches: loam H3- 25 to 47 inches: gravelly silt loam H4 -47 to 60 inches: Error Properties and qualities Slope: 5 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): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Low(about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F140XY021 NY- Dry Outwash Hydric soil rating: No 25 Custom Soil Resource Report Minor Components Phelps Percent of map unit: 5 percent Hydric soil rating: No Lansing Percent of map unit: 5 percent Hydric soil rating: No Fredon Percent of map unit: 5 percent Hydric soil rating: No Genesee (hamlin) Percent of map unit: 5 percent Hydric soil rating: No Valois Percent of map unit: 5 percent Hydric soil rating: No HdD—Howard gravelly loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 9xlx Elevation: 160 to 1,970 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Not prime farmland Map Unit Composition Howard and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Howard Setting Landform:Terraces, valley trains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down-slope shape: Convex Across-slope shape: Convex Parent material: Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone Typical profile H1 - 0 to 9 inches: gravelly loam H2- 9 to 25 inches: loam 26 Custom Soil Resource Report H3- 25 to 47 inches: gravelly silt loam H4 -47 to 60 inches: Error Properties and qualities Slope: 15 to 25 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 (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F140XY021 NY- Dry Outwash Hydric soil rating: No Minor Components Fredon Percent of map unit: 5 percent Hydric soil rating: No Valois Percent of map unit: 5 percent Hydric soil rating: No Palmyra Percent of map unit: 5 percent Hydric soil rating: No Arkport Percent of map unit: 5 percent Hydric soil rating: No Phelps Percent of map unit: 5 percent Hydric soil rating: No HpE—Howard and Palmyra soils, 25 to 35 percent slopes Map Unit Setting National map unit symbol: 9xm2 Elevation: 160 to 1,970 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days 27 Custom Soil Resource Report Farmland classification: Not prime farmland Map Unit Composition Howard and similar soils:40 percent Palmyra and similar soils: 35 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Howard Setting Landform:Terraces, valley trains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down-slope shape: Convex Across-slope shape: Convex Parent material: Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone Typical profile H1 - 0 to 9 inches: gravelly loam H2- 9 to 25 inches: loam H3- 25 to 47 inches: gravelly silt loam H4 -47 to 60 inches: Error Properties and qualities Slope: 25 to 35 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 (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Low(about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: F140XY021 NY- Dry Outwash Hydric soil rating: No Description of Palmyra Setting Landform:Terraces, outwash plains, deltas Landform position (two-dimensional): Backslope Landform position (three-dimensional): Riser Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy over sandy and gravelly glaciofluvial deposits, derived mainly from limestone and other sedimentary rocks Typical profile H1 - 0 to 12 inches: gravelly loam 28 Custom Soil Resource Report H2- 12 to 21 inches: gravelly clay loam H3- 21 to 60 inches: stratified extremely gravelly sand Properties and qualities Slope: 25 to 35 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 (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content. 10 percent Available water supply, 0 to 60 inches: Low (about 3.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: F101XY005NY- Dry Outwash Hydric soil rating: No Minor Components Valois Percent of map unit. 5 percent Hydric soil rating: No Mardin Percent of map unit. 5 percent Hydric soil rating: No Arkport Percent of map unit. 5 percent Hydric soil rating: No Chenango Percent of map unit. 5 percent Hydric soil rating: No Langford Percent of map unit. 5 percent Hydric soil rating: No LaB—Langford channery silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2ywp2 Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F 29 Custom Soil Resource Report Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Langford and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Langford Setting Landform: Hills Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Interfluve, side slope Down-slope shape: Convex Across-slope shape: Convex Parent material:Till Typical profile Ap- 0 to 9 inches: channery silt loam Bw-9 to 17 inches: channery silt loam E- 17 to 21 inches: channery loam Bx-21 to 48 inches: channery silt loam C-48 to 72 inches: channery silt loam Properties and qualities Slope: 2 to 8 percent Surface area covered with cobbles, stones or boulders: 0.0 percent Depth to restrictive feature: 15 to 28 inches to fragipan Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately low(0.01 to 0.14 in/hr) Depth to water table:About 14 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: D Ecological site: F140XY024NY- Moist Dense Till Hydric soil rating: No Minor Components Erie Percent of map unit: 10 percent Landform: Hills Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope, interfluve Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 30 Custom Soil Resource Report Schuyler Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, interfluve Down-slope shape: Convex Across-slope shape: Convex Ecological site: F139XY0060H - Moist Till Highlands Hydric soil rating: No PhB—Phelps gravelly silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9xny Elevation: 160 to 1,970 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Phelps and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Phelps Setting Landform:Terraces, valley trains Landform position (two-dimensional): Summit Landform position (three-dimensional):Tread Down-slope shape: Concave Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, containing significant amounts of limestone Typical profile H1 - 0 to 9 inches: gravelly silt loam H2- 9 to 15 inches: gravelly loam H3- 15 to 25 inches: silt loam H4 - 25 to 60 inches: stratified gravelly loam to silt Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 15 to 24 inches Frequency of flooding: None 31 Custom Soil Resource Report Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Available water supply, 0 to 60 inches: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B/D Ecological site: F101XY006NY- Moist Outwash Hydric soil rating: No Minor Components Palmyra Percent of map unit: 5 percent Hydric soil rating: No Arkport Percent of map unit: 5 percent Hydric soil rating: No Braceville Percent of map unit: 5 percent Hydric soil rating: No Howard Percent of map unit: 5 percent Hydric soil rating: No Fredon Percent of map unit: 5 percent Hydric soil rating: No 32 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=nres 142p2_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 33 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.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 34 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX F PRELIMINARY GEOTECHNICAL REPORT, PREPARED BY P.W. GROSSER CONSULTING, INC. �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT December 4,2023 Mr.Peter Dolgos Delaware River Solar 14o E 45th Street, Suite 32B-1 New York,NY 10017 RE: Preliminary Geotechnical Investigation Report South Main Street/CR-169,Town of Groton,Tompkins County NY- North Parcel PWGC Project Number:DRS2313 This report presents the results of the preliminary geotechnical investigation performed by P.W. Grosser Consulting(PWGC) for the proposed solar facility located at South Main Street/CR-169, Town of Groton, Tompkins County NY (Tax Map No. 26.-1-25.22) ie North Parcel. This report discusses the existing site conditions, the subsurface soils encountered during the investigation and provides preliminary recommendations for the design of the proposed development. PROPOSED DEVELOPMENT The 97.13 acre site primarily consists of forested and agricultural land,located to the north of South Main Street and west of Lick Street.The development is focused on the eastern and southern portion of the site. The proposed solar facility is planned to be approximately 24.10± acres in area. PWGC's understanding of the proposed development and geotechnical investigation scope is based on the following documents that were provided: Layout Technical Review by EV Solar,dated October 18,2023. INVESTIGATION SCOPE The field investigation included a reconnaissance of the site,excavation of test pits,obtaining soil samples from the test pit excavations, classifying soil materials and identifying the presence of bedrock and/or groundwater. Test pit excavations, designated as TP-oo1N through TP-oo9N,were carried out on 11/15/23 using a New Holland E37 excavator.The pits were excavated to io feet below grade surface(ft bgs).Soil materials were classified using the Unified Soil Classification System (USCS) (ASTM D-2487). See Attachment A for the test pit location plan. Soil samples were collected from each test pit and are stored at PWGC's office for future testing, if necessary.Test pits were backfilled using the excavated native soils. A test pit log was prepared for each test pit.The logs contain full descriptions of the soil materials and note the presence of boulders, cobbles,bedrock and groundwater. See Attachment B for the test pits logs and Attachment C for test pit photos. FINDINGS— SUBSURFACE CONDITIONS The subsurface conditions can be broadly divided into three(3)distinct layers.The predominant soils were typical of glacially deposited till soils. Stratum 1,Dark Brown Topsoil Layer:A layer of topsoil was encountered at grade surface and down to an approximate depth of 0.5 ft bgs.The soil was comprised of dark brown topsoil. " • ' 1 631.589.6353 WWW•PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT AC,C Stratum 2,Brown Silty Sand(SP-SM,SM,ML,GP):Stratum 2 was the predominant soil type encountered. The material consisted of brown,medium to fine grained sands or containing some to little amounts of silt and little to trace gravel,cobbles, and boulders(3 inches to 3 ft in diameter)or sandy silts. Stratum 2 was generally found between 0.5 ft to io ft bgs.The soil was classified as SP-SM, SM, GP or ML in accordance with USCS. Stratum 3,Brown Clayey Sand(SC):A layer of brown sand with grey clay was found at 6 ft bgs down to the bottom of TP-oo8N at to ft bgs. This layer was only encountered in TP-oo8N. FINDINGS— GROUNDWATER Groundwater was encountered in test pits TP-008N at 6 ft bgs and TP-oo9N at loft bgs. These test pits were located on the eastern side of the property and were the closest in proximity to the wetland area on the eastern side of the site area. FINDINGS— BEDROCK Observable signs of bedrock were not encountered in the test pit excavations. Bedrock geology maps indicate that soil deposits are underlain by bedrock of shale,limestone or siltstone comprising the Genesee Formation from the Late Devonian age. DISCUSSION OF FINDINGS The findings from this investigation suggest that the site is generally suitable for the proposed solar facility. The below section relates the investigation findings to fatal flaws typical of solar facility developments: • Supporting the solar arrays on driven,H-pile foundations appear feasible. o Shallow bedrock was not encountered during the test pit excavations. o The predominant soil formation was found to have limited amounts of cobbles/boulders ranging between 3" to 3' in diameter. Cobbles and boulders can cause shallow refusal during pile installation. • Groundwater concerns for utility excavations would appear to be minimal as groundwater was not encountered up to io ft bgs along the proposed trench route. • The gradual sloping topography in the open farmland appears suitable for solar facility development. • Soil infiltration rates with respect to handling stormwater may be fair to poor based on silty/clayey gravels of Stratum 2. • Groundwater was encountered at 6 ft bgs to io ft bgs in two (2) of the nine (9) test pits and was localized to the eastern site boundary. The groundwater presence in the test pits does not seem to impact the development as proposed. • Soil infiltration rates with respect to handling stormwater may be fair to poor based on the brown silty sands of Stratum 2 and potential clayey soils at deeper depths. A full geotechnical investigation will be necessary to characterize the subsurface conditions of any site. The below section relates this investigation's specific findings to PWGC's recommendations for a full geotechnical investigation. • Test borings refusals,if encountered,will investigate the likelihood of pile refusal during test pile and production pile installation. This will inform pile recommendations in the final geotechnical report. ' • ' l 631.589.6353 WWW•PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAGC CLIENT DRIVEN SOLUTIONS • Have test borings extend to 20' depth to locate the groundwater table. • The geotechnical investigation scope will assume that stormwater BMP's will not require infiltration testing. Should you have any questions or wish to discuss this report in further detail please do not hesitate to call. Very truly yours, P.W.GROSSER CONSULTING Brian Heflich,P.E. Project Manager WE 631.589.6353 WWW.PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS ATTACHMENT A TEST PIT LOCATION PLAN 631.589.6353 • WWW.PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT or V -C , ^• � az'1` ~ OAK it X. ft VIA 1 1 •` 3 f fs � � > �qq CLIENT DRIVEN SOLUTIONS P.W. Grosser Consulting, Inc. �� � l l I •r�� _ t T 630 Johnson Ave.,Suite 7 Bohemia,NY 11716 i 4 ' 1 =� 1 3 ` ;tc. i_ ' " - t► "Qf�i"�,+_ ,y, . Ph:631-589-6353•Fax:631-589-8705 1 r pwgc.info@pwgrosser.com '"--y� I I �- i.!.= - r • UNAUTHO RIZED ALTERATION OR ADDITION TO THIS V'y I -~- _ , �'•,�'l11'.'>x � - DRAWING AND RELATED DOCUMENTS ISAVIOLATION - — — - — - — — - - — — - — — SEC.7209 OFTHE N.V.S.EDUCATION LA Y , -�• OF W a�►.r I I - DRAWING PREPARED FOR: TP-0081\1 1 TP-007N X �+" r TP-005N TP.009N ,. ♦ ' ♦� TP-002N - — - - — - - — - - — - ! < `♦ �� TP-003N TP1004N REVISION DATE INITIAL COMMENTS 00 ♦ ♦♦ y 1 >/� - t''-� - DRAWING INFORMATION: 1 - ` ♦ - �` - - Project: DRS2313 Designed by: BH TP Date: 12/1/2023 Drawn by: KM •+ o4�h�•.r ` �•�, I - Scale: AS SHOWN Approved by: BH a ., r s jrr ♦ r .��., r.•. TEST PIT LOCATION PLAN ` _ . South Main Street - - — - - — - - — - - — - - — - ' Groton, NY �.--- - _y ., North Parcel N-1 r to Rock Pit Test • -� r,, ` r '�'`' .. � � (Depth ) FIGURE NO: r _ Subject boundary, .� `� 1 0 125 250 500 750 1,000 Wetlands ` US Feet f,. Rivers oCument Pat:W:Pro,ects A-D DRS 2313 P ase 1 P ase 1.apr. * PAW CLIENT DRIVEN SOLUTIONS ATTACHMENT B TEST PIT LOGS pillill" ' 1 iiiiii 1 1 1 / ' ' ' ' • 631.589.6353 • WWW.PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAIGC CLIENT DRIVEN SOLUTIONS USCS SOIL CLASSIFICATION GUIDE MAJOR DIVISIONS LETTER TYPICAL DESCRIPTIONS SYMBOL GRAVEL CLEAN GW WELL-GRADED GRAVELS,GRAVEL-SAND AND GRAVELS MIXTURES,LITTLE OR NO FINES GRAVELLY (LITTLE OR POORLY-GRADED GRAVELS,GRAVEL-SAND SOILS NO FINES) GP (MORE MIXTURES,LITTLE OR NO FINES THAN 50% OF COARSE GRAVELS COARSE FRACTION WITH FINES GM SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES GRAINED RETAINED (APPRECIABLE SOILS(MORE ON NO.4 AMOUNT OF THAN 50% SIEVE) FINES) GC CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES OF MATERIAL IS LARGER SW WELL-GRADED SANDS,GRAVELLY SANDS,LITTLE THAN NO. SAND AND CLEAN SAND OR NO FINES 200 SIEVE SANDY (LITTLE OR SIZE) SOILS NO FINES) Sp POORLY-GRADED SANDS,GRAVELLY SANDS, (MORE LITTLE OR NO FINES THAN 50% OF COARSE SANDS WITH FRACTION FINES SM SILTY SANDS,SAND-SILT MIXTURES PASSING NO. (APPRECIABLE 4 SIEVE) AMOUNT OF FINES) SC CLAYEY SANDS,SAND-CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS,ROCK ML FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS(LIQUID INORGANIC CLAYS OF LOW TO MEDIUM FINE LIMITS LESS THAN 50) CL PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,SILTY GRAINED CLAYS,LEAN CLAYS SOILS(MORE ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW THAN 50% OL PLASTICITY OF MATERIAL IS SMALLER MH INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS THAN NO. FINE SAND OR SILTY SOILS 200 SIEVE SIZE) SILTS AND CLAYS(LIQUID CH INORGANIC CLAYS OF HIGH PLASTICITY,FAT CLAYS LIMITS GREATER THAN 50) OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT CONTENTS HUMUS,SWAMP SOILS WITH HIGH ORGANIC CONTENTS P.W.Mkn r 1 1 P.W. 1 1NSULTING ENGINEER & HYDROGEOLOGIST, PC Pagel 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO@ PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT OPAIGC CLIENT DRIVEN SOLUTIONS RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION For Sands,Gravels: For Clays,Silts,Organics: Non-Cohesive Soils N Value(Blows/ft) Cohesive Soils N Value(Blows/ft) Very Loose 0-4 Very Soft 0-2 Loose 4—to Soft 2-4 Medium Dense 10—30 Medium(Firm) 4-8 Dense 30— 5o Stiff 8—15 Very Dense 50+ Very Stiff 15—30 Hard 30+ DEFINITIONS OF IDENTIFICATION TERMS FOR GRANULAR SOILS Principal Component(All Capitalized) • GRAVEL More than 50%of the sample by weight is Gravel • SAND More than 50%of the sample by weight is Sand • SILT More than 50%of the sample by weight is Silt Minor Component(Proper Case) • Gravel Less than 50%of the sample by weight is Gravel • Sand Less than 50%of the sample by weight is Sand • Silt Less than 50%of the sample by weight is Silt Proportion terms,for Minor Components(Lower Case) • and Component ranges from 35%to 50%of the sample by weight • some Component ranges from 20%to 35%of the sample by weight • little Component ranges from lo%to 20%of the sample by weight • trace Component ranges from o%to lo%of the sample by weight Size of Soil Components Common Abbreviations • Gravel Term Abbreviation o Coarse gravel ranges from 3 inches to 1 inch Push P o Medium gravel ranges from 1 inch to 3/8 inch Weight of Hammer WOH o Fine gravel ranges from 3/8 inch to No.to sieve Sand Atterberg ATG • o Coarse sand ranges from No.to sieve to No.30 sieve Moisture Content MC o Medium sand ranges from No.30 sieve to No.6o sieve Sieve Analysis SA o Fine sand ranges from No.6o sieve to No.200 sieve • Silt o Material which passes the No.200 sieve • Clay o Material which passes the No.200 sieve o Exhibits varying degrees of plasticity Gradation Designations • Coarse to fine(c-f) All fractions greater than lo%of the component • Coarse to medium(c-m) Less than io%of the component is fine • Medium to fine(m-f) Less than lo%of the component is coarse • Coarse(c) Less than lo%of the component is medium and fine • Medium(m) Less than lo%of the component is coarse and fine • Fine(f) Less than lo%of the component is coarse and medium WC�r P.W. GROSSER •OHYDROGEOLOGIST, PC Page 2 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO@ PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-001 N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 08:23 08:55 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown coarse to fine sand,some silt, little gravel, trace cobble (<6"diameter) 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9— SILTY SAND(SM): Brown coarse to fine sand,some silt,trace gravel, infrequent boulders(1'to 1.5'diameter) 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-002N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 09:05 09:26 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SANDY SILT(ML): Brown silt, little sand,trace gravel,trace cobbles, infrequent boulders (1' ro 3'diameter), low plasticity 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-003N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 09:31 09:44 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown fine to coarse sand, some silt, trace gravel, soil clumping 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-004N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 09:56 10:10 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown,fine to coarse sand, some gravel, some to little silt 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9— POORLY GRADED GRAVEL(GP): Gray,fine to coarse rounded gravel, some brown sand, littlle silt 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-005N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 11:10 11:25 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown,dry POORLY GRADED SAND WITH SILT(SP-SM): Brown fine medium grained sand, little gravel 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-006N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 11:41 12:04 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown, medium to fine grained sand, some to little silt, soil clumping 1 2 3 4 SILTY SAND (SM): Brown, medium to fine grained sand, some to little silt, trace cobbles, soil clumping 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-007N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 12:21 12:32 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown, medium to fine grained sand, some to little silt, trace cobbles 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6- 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 16 Pvvx;c SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-008N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 13:04 13:15 DRILLING EQUIPMENT: New Holland E37 LATITUDE: LONGITUDE: SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase U)} DESCRIPTION w w w NAME (USCS): color, moist, plasticity, FIELD NOTES o-- <z D Y gravel, odor 0 TOPSOIL, Dark brown,dry POORLY GRADED SAND WITH SILT(SP-SM): Brown, medium to fine grained sand, little silt, trace cobbles and gravel 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6 CLAYEY SAND (SC): Brown sand, little greyish brown clay,wet Groundwater encountered at 6'bgs' 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:i Page 1 of 1 PROJECT#: DRS2313 oplvinc SITE ADDRESS: South Main St, Groton NY - North Parcel BORING ID: TP-009N BORING DEPTH(FT): CORE LENGTH(FT): 10 N/A BORING DIAMETER(IN): WELL DIAMETER(IN): RID: N/A N/A N/A DATE STARTED: DATE FINISHED: DRILLING CONTRACTOR:Barden Construction 11/15/2023 11/15/2023 D TIME STARTED: TIME FINISHED: DRILLING METHOD: Test Pit Excavation 14:01 14:15 LATITUDE: LONGITUDE: DRILLING EQUIPMENT: New Holland E37 SAMPLING METHOD: Grab PROJECT MANAGER: LOGGED BY: B Heflich D Chase _ W U} DESCRIPTION a g w W NAME (LISCS): color, moist, plasticity, FIELD NOTES o= <z D Y gravel, odor 0 TOPSOIL, Dark brown, dry SILTY SAND (SM): Brown, medium to fine grained sand, some to little silt,trace cobbles 1 2 3 4 5 Maximum depth for machine reached at 10 ft bgs. No bedrock was encountered. 6 SILTY SAND (SM): Light brown, medium to fine grained sand, some to little silt, little gravel, and cobbles(6"to 1'diameter) Groundwater encountered at 10'bgs' 7- 8- 9- 10 P.W. Grosser Consulting End of Boring Depth (feet): 10 Water Table Symbol:T Page 1 of 1 * PAW CLIENT DRIVEN SOLUTIONS ATTACHMENT C TEST PIT PHOTOS pillill iiiiii 631.589.6353 • WWW.PWGROSSER.COM • PWGC.INFO@PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS .•�r � Bpi �„ ',b: '� .... :� ':G_ ..Ifs:� 1t.� �•. a. d $•ll a -; d Test Pit TP-001N e�G 1. �► '!. G i , �` C 'v S�✓�f �Y . y b 9- Test Pit TP-002N(1 Of 2) 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT OPAW CLIENT DRIVEN SOLUTIONS a.: Test Pit TP-002N(2 Of 2) VW �n m } ^ V t �{ 4c Test Pit TP-003N 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS �• s F d ; wr � s a � X m: Test Pit TP-004N f � ............. � r r ( l �f•�r - 4 Test Pit TP-005N 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT a � P f + d � m r r 71 PRELIMINARY GEOTECHNICAL REPORT — SOUTH MAIN ST, GROTON NY, NORTH PARCEL Page to i /HEMIA - MANHATTAN - SARATOGA SPRINGS1 * PAW CLIENT DRIVEN SOLUTIONS III � 4. e� a, p .. Test Pit TP-00=7N wk �f Y h A � p r' ' F +� Test Pit TP-008N(1 Of 2) 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT OPAW CLIENT DRIVEN SOLUTIONS �Ie El a a I � b .. 1 Test Pit TP-oo8N(2 Of 2) y.w. , � . J Test Pit TP-oogN(1 Of 2) 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA • MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT * PAW CLIENT DRIVEN SOLUTIONS <na J r , r - .' "� ;_.y3'�� Y �� • �•�'r ram' � 7 • t � ..t „., ' i rr Test Pit TP-009N(2 of 2) 631.589.6353 WWW•PWGROSSER.COM PWGC.INFO�a PWGROSSER.COM BOHEMIA MANHATTAN SARATOGA SPRINGS SYRACUSE SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX G NOAA ATLAS 14, VOLUME lo, VERSION 3 POINT PRECIPITATION FREQUENCY ESTIMATES ONLINE TOOL �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWWPWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 10/26/23,4:45 PM Precipitation Frequency Data Server NOAA Atlas 14,Volume 10,Version 3 Location name:Town of Groton, New York,USA* � ' Latitude:42.5748°, Longitude: -76.3534* Elevation: 1235 ft** *source:ESRI Maps a "� **source:USGS "`" `' POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sandra Pavlovic,Michael St.Laurent,Carl Trypaluk,Dale Unruh,Orlan Wilhite NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration� 2 �]� 10 25 50 100 200 500 1000 5-min 0.298 0.362 0.467 0.554 0.673 0.763 0.857 0.965 1.12 1.25 (0.234-0.374) (0.284-0.455) (0.365-0.588) (0.430-0.703) (0.506-0.892) (0.562-1.03) (0.613-1.21) (0.651-1.38) (0.728-1.67) (0.792-1.90) 10-min 0.422 0.513 0.661 0.784 0.953 7 1.59 1.77 1.08 1.21 1.3 (0.332-0.530) (0.403-0.644) (0.517-0.833) (0.610-0.994) (0.717-1.26) (0.795-1.46) (0.869-1.71) (0.923-1.96) (1.03-2.36) 1(1.12-2.69) 15-min 0.497 F 0.603 0.777 0.922 1.12 1.27 1.43 1.61 1.87 2.09 (0.390-0.623) (0.474-0.758) (0.607-0.979) (0.717-1.17) (0.844-1.49) (0.936-1.72) (1.02-2.01) (1.09-2.31) (1.21-2.78) (1.32-3.16) 30-min 0.673 0.813 F 1.04 1.23 1.49 1.69 1.90 2.13 2.48 2.76 (0.529-0.844) (0.638-1.02) (0.815-1.31) (0.958-1.56) 1 (1.12-1.98) (1.24-2.29) (1.36-2.67) (1.44-3.06) (1.61-3.68) (1.75-4.19) 60-min 0.848 1.02 1.31 1.54 1.86 2.11 2.36 2.66 3.09 3.44 (0.667-1.06) (0.802-1.28) (1.02-1.65) (1.20-1.95) (1.40-2.47) (1.55-2.86) (1.69-3.33) (1.79-3.82) (2.00-4.59) (2.18-5.22) 2-hr 1.06 1.26 1.58 1.84 2.21 2.48 2.77 3.11 3.62 4.04 (0.839-1.32) (0.993-1.57) 1 (1.24-1.98) 1 (1.44-2.32) (1.67-2.91) (1.84-3.34) (2.00-3.89) (2.11-4.44) (2.35-5.34) (2.56-6.08) 3-hr 1.20 F 1.76 2.06 2.46 2.76 F 3.08 3.45 4.01 4.48 (0.950-1.48) 1 (1.39-2.20) 1 (1.62-2.58) 1 (1.87-3.23) (2.05-3.70) (2.22-4.30) (2.35-4.91) (2.62-5.90) (2.85-6.72) 6-hr 1.44 1.72 2.16 2.52 3.03 3.41 3.81 4.28 4.97 5.55 (1.16-1.78) (1.37-2.12) 1 (1.72-2.67) (2.00-3.14) (2.32-3.95) (2.55-4.54) (2.76-5.28) (2.92-6.03) (3.25-7.26) (3.54-8.27) 12-hr 1.72 2.07 2.66 3.14 3.81 4.31 4.84 5.44 6.33 7.07 (1.38-2.10) (1.67-2.54) (2.13-3.27) (2.50-3.89) (2.93-4.93) (3.24-5.70) (3.52-6.65) (3.73-7.63) (4.16-9.19) (4.53-10.5) 24-hr 1 2.01 2.45 .17 3.76 4.58 5.20 5.85 6.60 7.70 8.62 ) ( .63-2.45) (1.98-2.99) E(2.:56-3.87) (3.02-4.63) (3.54-5.90) (3.93-6.84) (4.28-7.99) (4.54-9.19) (5.07-11.1) (5.53-12.7 2-day 2.35 2.84 3.64 4.30 5.20 5.88 6.60 7.46 8.74 9.82 (1.92-2.84) (2.31-3.44) (2.95-4.41) (3.46-5.24) (4.05-6.66) (4.48-7.69) (4.87-9.00) (5.15-10.3) (5.78-12.5) (6.32-14.3) 3-day:]F-2.-60- 3.11 3.95 4. 5 5.61 632 F 7.09 399 9. 10 (2.13-3.13) (2.55-3.75 (3.22-4.78 (3.76-5.65) (4.38-7.14) (4.83-8.24 (5.25-9.61I (5 0) (6.19-13.3) (6.77-1 5.3) F4-day 2.81 3.34 4.22 4.94 5.94 6.68 7.47 8.40 9.80 11.0 (2.31-3.37) (2.74-4.02) (3.44-5.08) (4.01-5.99) (4.65-7.53) (5.11-8.67) (5.54-10.1) (5.83-11.5) (6.50-13.9) (7.09-15.9) 7-day 3.39 F 3.96 F 4.89 5.66 6. 22 7.52 F 8.36 9.33 10.8 11.9 (2.80-4.04) (3.26-4.73) (4.02-5.86) (4.62-6.82) 1 (5.29-8.47) (5.77-9.68 1 (6.20-11.2) (6.50-12.7) (7.16-15.2) (7.73-17.2) 10-day 3.96 4.55 5.52 6.33 7.44 8.28 9.15 10.1 11.5 12.7 (3.28-4.70) (3.77-5.42) (4.56-6.60) (5.19-7.60) (5.87-9.32) (6.37-10.6) (6.79-12.1) (7.08-13.8) (7.70-16.2) (8.23-18.2) 20-day E72 638 747 838 962 10.6 115 125 139 14.9 7-6.75) (5.32-7.55) (6.20-8.86) (6.91-9.99) (7.62-11.9) (8.15-13.3) (8.54-15.0) (8.81-16.9) (9.31-19.4) (9.70-21.3) 30-day 7.21 7.94 9.13 10.1 =(9.12154.1) 12.5 13.6 14.6 15.9 16.9 (6.04-8.48) (6.65-9.35) (7.62-10.8) (8.38-12.0) (9.69-15.7) (10.1-17.5) (10.3-19.6) (10.7-22.1) (11.0-24.0) 45-day 9.08 F 9.90 11.2 12.3 13.9 15.1 16.2 17.3 18.6 19.5 (7.64-10.6) 1 (8.32-11.6 1 (9.41-13.2) 1 (10.3-14.6) 1 (11.1-17.0) (11.7-18.8) (12.0-20.8) (12.2-23.1) (12.6-25.8) (12.8-27.6) 60-day 10.7 F 11.6 13.0 14.2 15.9 17.3 18.5 19.6 21.0 21.9 (8.99-12.4) (9.74-13.5) (10.9-15.3) (11.9-16.8) (12.7-19.4) (13.4-21.4) (13.7-23.6) (13.9-26.1) (14.2-28.9) (14.3-30.9) Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAAAtlas 14 document for more information. Back to Top PF graphical https://hdse.nws.noaa.gov/pfds/pfds_printpage.html?lat=42.5748&Ion=-76.3534&data=depth&units=english&series=pds 1/4 10/26/23,4:45 PM Precipitation Frequency Data Server PD5-based depth-duration-frequency (DDF)curves Latitude:42.57491, Longitude: -76.35341 Average recurrence interval 20 {years} c — 1 t 15 2 a — 5 — 10 25 4 — 50 �L — 100 — 200 a 5 — 500 — 1000 0 L L E E E E E N 6 -Y -Y-Y � -Y -Y -Y -Y� ,1 ry N ri� � Duratian o 0 0 V,0 20 Y Duration 15 w — 5-min — 2-day — 1O{nin — 3-day 10 15 min — 4-day — 3O-min — 7-day — 6O-nin — 1O-day a 5 — 2-hr — 2O-day — 3-hr — 3O-day — 6fir — 45-day 0 — 12-hr — 6O-day 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,volume 10,Versiarn 3 Created(GMT}_Thu Oct 26 20:43.57 2023 Back to Top Maps & aerials Small scale terrain https://hdse.nws.noaa.gov/pfds/pfds_printpage.html?lat=42.5748&Ion=-76.3534&data=depth&units=english&series=pds 2/4 10/26/23,4:45 PM Precipitation Frequency Data Server E Cvriiand S[COrila d.Rd _ n I p Pleasant . 4ey = 1 ru�ill ` Am Large scale terrain Ca.d�e 4aFario � NEW YORK a 117a Rochester • Utica • • Ffalo ss'racuse + . Binyhamtun 100km - 60mi ' saanto-17 Large scale map alls Rochester Utica o NevrYork • Binghamton 100km 60mi Scranton Large scale aerial https://hdse.nws.noaa.gov/pfds/pfds_printpage.html?lat=42.5748&Ion=-76.3534&data=depth&units=english&series=pds 3/4 10/26/23,4:45 PM Precipitation Frequency Data Server New York alls Utica Syracuse Binghamton 100km 60mi ' ' ' Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions(-noaa.gov Disclaimer https:Hhdse.nws.noaa.gov/pfds/pfds_printpage.html?lat=42.5748&Ion=-76.3534&data=depth&units=english&series=pds 4/4 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX H NEW YORK STATE OFFICE OF PARKS, RECREATION AND HISTORIC PRESERVATION NO IMPACT LETTER - 10-26-2022 �,�TORft�WAT�ER �ON POLLUTINU NENN�PLAN NTIO �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWWPWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT New York State Parks, Recreation and Historic Preservation KATHY HOCHUL ERIK KULLESEID Governor Commissioner October 26, 2022 Jacob Hill Natural Resource Scientist Bergmann 71 State Street Suite 102 Binghamton, NY 13901 Re: USACE South Main Street I & II Solar Farm Projects/10 MW/49 Acres 800 S Main St, Groton, NY 13073 22PRO7555 Dear Jacob Hill: Thank you for requesting the comments of the State Historic Preservation Office (SHPO). We have reviewed the project in accordance with Section 106 of the National Historic Preservation Act of 1966. These comments are those of the SHPO and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the National Environmental Policy Act and/or the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8). Based upon this review, it is the opinion of the New York SHPO that no historic properties, including archaeological and/or historic resources, will be affected by this undertaking. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, R. Daniel Mackay Deputy State Historic Preservation Officer Division for Historic Preservation rev: D. Boggs New York State Office of Parks, Recreation and Historic Preservation Division for Historic Preservation, Peebles Island, PO Box 189,Waterford, New York 12188-0189 (518)237-8643•https://parks.ny.gov/shpo 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX I WQv, RRv AND SUS CATCHMENT CALCULATIONS �W GPOLLUTI RO�PREV�ENN �PLAN W �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT 1S 2S 3S 4S Sub Catchment 1 Sub Catchment 2 Sub Catchment 3 Sub Catchment 4 SubCat Reach On Link Routing Diagram for North Parcel Pre Construction-06.12.25 Prepared by PW Grosser Consulting, Printed 7/22/2025 HydroCAD®10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC North Parcel Pre Construction - 06.12.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 yr 24 hr Type II 24-hr Default 24.00 1 2.01 2 2 10 yr 24 hr Type II 24-hr Default 24.00 1 3.75 2 3 100 yr 24 hr Type II 24-hr Default 24.00 1 5.83 2 North Parcel Pre Construction - 06.12.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 9.540 30 Meadow, non-grazed, HSG A (1 S, 2S, 3S) 0.510 58 Meadow, non-grazed, HSG B (2S) 7.440 71 Meadow, non-grazed, HSG C (1 S, 2S) 0.300 78 Meadow, non-grazed, HSG D (1 S) 8.850 30 Woods, Good, HSG A (1 S, 2S, 3S, 4S) 1.360 55 Woods, Good, HSG B (2S) 4.460 70 Woods, Good, HSG C (1 S, 2S) 0.160 77 Woods, Good, HSG D (1 S, 2S) 32.620 47 TOTAL AREA North Parcel Pre Construction - 06.12.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 18.390 HSG A 1 S, 2S, 3S, 4S 1.870 HSG B 2S 11.900 HSG C 1 S, 2S 0.460 HSG D 1 S, 2S 0.000 Other 32.620 TOTAL AREA North Parcel Pre Construction - 06.12.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 9.540 0.510 7.440 0.300 0.000 17.790 Meadow, non-grazed 1 S, 2S, 3S 8.850 1.360 4.460 0.160 0.000 14.830 Woods, Good 1 S, 2S, 3S, 4S 18.390 1.870 11.900 0.460 0.000 32.620 TOTAL AREA North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 6 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Sub Catchment Runoff Area=10.840 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=794' Tc=17.8 min CN=46 Runoff=0.00 cfs 0.000 of Subcatchment2S: Sub Catchment2 Runoff Area=15.770 ac 0.00% Impervious Runoff Depth=0.01" Flow Length=932' Tc=26.4 min CN=54 Runoff=0.02 cfs 0.014 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=611' Tc=20.9 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=230' Tc=15.5 min CN=30 Runoff=0.00 cfs 0.000 of Total Runoff Area = 32.620 ac Runoff Volume = 0.014 of Average Runoff Depth = 0.01" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Sub Catchment 1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 3.650 30 Meadow, non-grazed, HSG A 2.920 30 Woods, Good, HSG A 0.000 58 Meadow, non-grazed, HSG B 0.000 55 Woods, Good, HSG B 0.040 71 Meadow, non-grazed, HSG C 3.830 70 Woods, Good, HSG C 0.300 78 Meadow, non-grazed, HSG D 0.100 77 Woods, Good, HSG D 10.840 46 Weighted Average 10.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.1800 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 2.1 132 0.0455 1.07 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.1 87 0.0690 1.31 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 0.5 61 0.1640 2.02 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 2.2 118 0.0170 0.91 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 1.7 296 0.1800 2.97 Shallow Concentrated Flow, SCF Line 5 Short Grass Pasture Kv= 7.0 fps 17.8 794 Total North Parcel Pre Construction - 06.12.25 Type // 24-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 8 Subcatchment 1S: Sub Catchment 1 Hydrograph � 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 I I I I I I ❑Runoff I I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (Type I-I 24-hr 1 1 1 1 1 1 I 1 1 1 1 1 yr 4,I1rR,ailinfoll=2.0 ' 1 1 1 1 1 1 1 1 RtJnloffl/'"'CAIrdA=110.840 Ad 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 I I I I I I 1 1 1 1 1 1 1 1 1 1 RunofflV(oiIurme=;0i000 of OunpOlDlep�h=0.110" U `�., .yam 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FIbW 1LeIIth-794' u Tv;:17.8 m i n 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 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 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 I 0.00 Cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: Sub Catchment 2 Runoff = 0.02 cfs @ 24.03 hrs, Volume= 0.014 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 2.040 30 Meadow, non-grazed, HSG A 3.770 30 Woods, Good, HSG A 0.510 58 Meadow, non-grazed, HSG B 1.360 55 Woods, Good, HSG B 7.400 71 Meadow, non-grazed, HSG C 0.630 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.060 77 Woods, Good, HSG D 15.770 54 Weighted Average 15.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 10 Subcatchment 2S: Sub Catchment 2 Hydrograph I I I 1 -1 -1A 1 -1 1 L I_ _ _ _1 _I 1 L _ - L I 1 1 1 I I 0.026 1 1 1 - 1 1 1 1 1 1 1 1 I I I I I I I ■Runoff _ _ _ - _ I I-III I I I I I I I I I- I-I-I -I I 0.02 cfs I I I- I-I-I-I -I 0.024 ITypelil-249 Fy 4 1- 1- 1-1-1 -1 -1 1 1 0.022 17 r '"I 1 k` ""I a T - - - - 1- 0.02 Ra iTdff- -tda'='15.7MAt- -1-1-1 -1 0.018 l�no lll Y 1 1�1 y 1 1 1 1 1 1 1 11 1 1 1 1 1 0.016 Rol*ume�O.0 14 I - I -1-1-1 -1 0.014 RI (h 0•Of"'- h �pr - - -I - - - - - 1- 1-i-i 0 0.012 RoW LCnIatu=932' I I I I I I I I I-I1 -I 1 1 1 1 1 rt rt t t I- - -1 1 - - t t 0.01 T_c_=;26_1y.4 min _I 0.008 1 1T -1rtrtTTr - I- - -I -I - - TT - - I- FI 1 1 1 1 0.006 0.004 I I I I I I I I I I I I I I I I I I I I I I I 0.002 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 3.850 30 Meadow, non-grazed, HSG A 0.870 30 Woods, Good, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0600 0.11 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.8 186 0.1180 1.72 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.2 120 0.1167 1.71 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 1.3 126 0.1000 1.58 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 0.8 79 0.1000 1.58 Shallow Concentrated Flow, SCF Line 4 Woodland Kv= 5.0 fps 20.9 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph 1 I I I I I I I I I I I I I I ❑Runoff I I I I I I I I I I I I I I I I 1 1 1 Type 1124-hr 1 Yr12411 I1r �R�,a�nfO11=2.'10i"I 1 'Ruhbff Ar•ea�=4.720 clGd I I I I I I I I I I I I I I I I I I I I I I I I Runoff iVollume=;0.000 of w I I I I I I Ounlo f IIDI,epih=0.'p0"I III 11 - 1 1 1 1 1 1 1 1 1 F16WILlerhgth=61I1 LL 1 11 1 11 1 1 1 1 1 1 1 I I I I I 1 I I I 1 1 1 TCr-20.9 rm i n ON I O I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 1.290 30 Woods, Good, HSG A 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph 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 I I I I I I I I I I I I I I I I I I I ❑Runoff 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 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I (Type III 24-hr 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 I I yr1 41 I1r jga�nlfolll= .10 'I IRuhbff Area�=1.290 Ad 1 1 1 1 1 1 1 I Runoff) Y��`,�oillume�0.000 of Ouln1 11 DIIep�h'-Q.00" U 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 F�IbVvlLe�hc�tht � u 1 1 1 1 1 1 1 1 I I I I I I I 1 1 1230 1 1 Tv;:15.5 m i n 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 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 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 I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 1l 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 13 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Sub Catchment Runoff Area=10.840 ac 0.00% Impervious Runoff Depth=0.15" Flow Length=794' Tc=17.8 min CN=46 Runoff=0.27 cfs 0.135 of Subcatchment2S: Sub Catchment2 Runoff Area=15.770 ac 0.00% Impervious Runoff Depth=0.40" Flow Length=932' Tc=26.4 min CN=54 Runoff=3.02 cfs 0.521 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=611' Tc=20.9 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=230' Tc=15.5 min CN=30 Runoff=0.00 cfs 0.000 of Total Runoff Area = 32.620 ac Runoff Volume = 0.656 of Average Runoff Depth = 0.24" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Sub Catchment 1 Runoff = 0.27 cfs @ 12.55 hrs, Volume= 0.135 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 3.650 30 Meadow, non-grazed, HSG A 2.920 30 Woods, Good, HSG A 0.000 58 Meadow, non-grazed, HSG B 0.000 55 Woods, Good, HSG B 0.040 71 Meadow, non-grazed, HSG C 3.830 70 Woods, Good, HSG C 0.300 78 Meadow, non-grazed, HSG D 0.100 77 Woods, Good, HSG D 10.840 46 Weighted Average 10.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.1800 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 2.1 132 0.0455 1.07 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.1 87 0.0690 1.31 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 0.5 61 0.1640 2.02 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 2.2 118 0.0170 0.91 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 1.7 296 0.1800 2.97 Shallow Concentrated Flow, SCF Line 5 Short Grass Pasture Kv= 7.0 fps 17.8 794 Total North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 15 Subcatchment 1S: Sub Catchment 1 Hydrograph - - - - - - -17 -r I I I rr I I I I I I i -t -tfififit- t- l— I- 0.27 cfs 0.3 - - - - -I—I -1J LLLL1- 1-1-1-1 —IJJ -iJJLLLLLI_ ❑Runoff 0.28 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.26 1 1-1-1-1-1—I —I I I I I — 1-1-1-1 -1 —I 1 1 Type H24-her 0.24 10y 0.22 p r 10 p 0.2 1 1 1 0.18 II IRIa�iqf���1.� 1+TVI• 0.16 � � 1 1 �-1-1 -1 J � 1- 1= 1 1 1-'u-hdff Detplh-0.15" 0 0.14 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Flow Llengtih�794 LL - - - 0.12 1 1 1 1-1 - 1 1 I J 71 �C7-1�-O T"I"1 0.1 I I � — — I— I— — — —1 -1 -t4 + + ACN="FV 0.08 l 0.06 0.04 F 1 F 1 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 26 27 28 2930 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Sub Catchment 2 Runoff = 3.02 cfs @ 12.30 hrs, Volume= 0.521 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 2.040 30 Meadow, non-grazed, HSG A 3.770 30 Woods, Good, HSG A 0.510 58 Meadow, non-grazed, HSG B 1.360 55 Woods, Good, HSG B 7.400 71 Meadow, non-grazed, HSG C 0.630 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.060 77 Woods, Good, HSG D 15.770 54 Weighted Average 15.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 17 Subcatchment 2S: Sub Catchment 2 Hydrograph I I I I I I I I I 3.02 CfS I I I I I I I I I I I I I I I I I I I I I a Runoff 3 1 1 1 1 1 1 1 1 Type 11 24-h r 1 O��r �4 �i kiln 11�=�170" 1 1 1 1 1 (Runoff Areta=1151770 ac I l l l l i I I I I I I I I I I - 1 1 1 1 1nn 1 I I I- 7 T T T T T FRU 1 T�I• 2T1-7a In 2 1 RUltidff Deipth=;0140" U 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1FIow Leingth=932 LL I ICNc54 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 l I I I I I I I I I ( I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 3.850 30 Meadow, non-grazed, HSG A 0.870 30 Woods, Good, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0600 0.11 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.8 186 0.1180 1.72 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.2 120 0.1167 1.71 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 1.3 126 0.1000 1.58 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 0.8 79 0.1000 1.58 Shallow Concentrated Flow, SCF Line 4 Woodland Kv= 5.0 fps 20.9 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph 1 I I I I I I I I I I I I I I ❑Runoff I I I I I I ( I I I I I I I I I 1 1 1 Type 1124-h r O;y;r ' 4 hrl f 1�017$" 1 Runoff Arrea::141720 ac I I I I I i l l l I I I I I I 1 Rump If QI"meTIQI. I a w RUfi6ff Deg 0=10.00" v I I I I I I I I I I I I I I I Ip " I I I 0 1 1 1 1 1 1 1 1 1 (Flow Leingth=6111 LL t (� Q I I I I I 1 I I I I T q=?Q.T Inm li n T I I I I I I I I I I I I I I I I ICN=30 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 I I I I I I 0.00 cfs 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 2627 28 2930 31 3233 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 1.290 30 Woods, Good, HSG A 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph 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 I I I I I I I I I I I I I I I I I I I ❑Runoff 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 I I I I Type 11 24-hr RUnoff Arlen=11290 aC II II II II II II II II II II II II II 11 11 11 I I RI uI nQI QI IjI imI ipI 7I 0I1 QI I1 I 1 1 1 1 1 1 1 1 1 1 R1 �d� DCp 1 1 1 1 1 1 1 1 1 1 11 1 I11 =1 V 't U o 1 1 1 IF1ow Leingth;=2301 LL 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 0I I io I I ICN=30 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 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 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 I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 2425 2627 28 29 30 31 3233 3435 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 20 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: Sub Catchment Runoff Area=10.840 ac 0.00% Impervious Runoff Depth=0.80" Flow Length=794' Tc=17.8 min CN=46 Runoff=6.76 cfs 0.720 of Subcatchment2S: Sub Catchment2 Runoff Area=15.770 ac 0.00% Impervious Runoff Depth=1.35" Flow Length=932' Tc=26.4 min CN=54 Runoff=16.79 cfs 1.770 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.06" Flow Length=611' Tc=20.9 min CN=30 Runoff=0.03 cfs 0.022 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.06" Flow Length=230' Tc=15.5 min CN=30 Runoff=0.01 cfs 0.006 of Total Runoff Area = 32.620 ac Runoff Volume = 2.517 of Average Runoff Depth = 0.93" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Pre Construction - 06.12.25 Type 11 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: Sub Catchment 1 Runoff = 6.76 cfs @ 12.15 hrs, Volume= 0.720 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 3.650 30 Meadow, non-grazed, HSG A 2.920 30 Woods, Good, HSG A 0.000 58 Meadow, non-grazed, HSG B 0.000 55 Woods, Good, HSG B 0.040 71 Meadow, non-grazed, HSG C 3.830 70 Woods, Good, HSG C 0.300 78 Meadow, non-grazed, HSG D 0.100 77 Woods, Good, HSG D 10.840 46 Weighted Average 10.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 100 0.1800 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 2.1 132 0.0455 1.07 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.1 87 0.0690 1.31 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 0.5 61 0.1640 2.02 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 2.2 118 0.0170 0.91 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 1.7 296 0.1800 2.97 Shallow Concentrated Flow, SCF Line 5 Short Grass Pasture Kv= 7.0 fps 17.8 794 Total North Parcel Pre Construction - 06.12.25 Type // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 22 Subcatchment 1S: Sub Catchment 1 Hydrograph 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 L I- I-I-I-1-1 -1 -1 6.76 cfs 1 1 L L L L L I- I- I-I-1-1 -1 -1 J J J J 1 -L ■Runoff 7 1 1 1 1 1 1 1 1 1 1 1 I Type 111124-hr 6 T T 7- T fob ' h'r � i�lfall�5�8 •= I I I I I I I I I I I I I I I I I I I 1 1 1 1 I 1 1 1 1 1 1 Runoff iArva;=,0.840-ac 5 1 1 I 01. in�Volulme6O /2110 11a� I 1 1 �u I 'I I I I''1 1 t fi t- t r- I-ftnoff-I3epth=OM$ 4 pI nI �J(� �`"11 LL 3 1 i 1 1111 i i i i i i 111111rTO=1Q/+8 r111iri 2 1 I- " - 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 2S: Sub Catchment 2 Runoff = 16.79 cfs @ 12.24 hrs, Volume= 1.770 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 2.040 30 Meadow, non-grazed, HSG A 3.770 30 Woods, Good, HSG A 0.510 58 Meadow, non-grazed, HSG B 1.360 55 Woods, Good, HSG B 7.400 71 Meadow, non-grazed, HSG C 0.630 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.060 77 Woods, Good, HSG D 15.770 54 Weighted Average 15.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Pre Construction - 06.12.25 Type // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 24 Subcatchment 2S: Sub Catchment 2 Hydrograph 1 - - -I-I-I-I � � - - - - - 11 11 - I-- I-- I--I--I--I--I--I --I - 18 16.79 CfS — — — — — 17 —I — I ■Runoff I I I I I I I I 16 e#24-hT 15 14 F 1 I -177TTTT7 Run-off Area; 15.770a0 -c 12 I I I I - - rtrtrtTTfi "�."r`.I -19 �L14710_ 10 r1 1 1 11 1 1 - rtITrfififirrRunofFDepth='F135'T 9 1_ 1_ 1_I_I_I_I_1 _1 _1 fi fi r r r � �1RW I"g�h Oz 7 IIII -I - - + - - - III 2 - - - - -I-I-I -I 1 1 1 L I- 1- 1-1-1-1-1-1 -1 -1 -J 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.03 cfs @ 18.38 hrs, Volume= 0.022 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 3.850 30 Meadow, non-grazed, HSG A 0.870 30 Woods, Good, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 100 0.0600 0.11 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.8 186 0.1180 1.72 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 1.2 120 0.1167 1.71 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 1.3 126 0.1000 1.58 Shallow Concentrated Flow, SCF Line 3 Woodland Kv= 5.0 fps 0.8 79 0.1000 1.58 Shallow Concentrated Flow, SCF Line 4 Woodland Kv= 5.0 fps 20.9 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph 0.032 - -1-1-1 -1 - -4 4 4 4-- I -1 -4 4 4 � 4- � k 1- 1- 1-1-1-1 -1 ■Runoff 0.03 1 1 0.03 cfs 0.028 Type 11 U 24-hr I 11 1 I I i - 0.026 `t"1�� �L5 0.024 Rumffi urea-4-120-ac 1 1 1 -I -I - - t T - - 1 1 1 1 1 1 1 0.022 1- 1-- 1-1 -1 1 1 - - - -I-I-I -I 0.02 04 r�qf'Vjol'O lrr',eO.0 2, 1 1 1 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - w 0.018 R_u noffi Delpth1=0.06" 0.016 p� , 1 1 1- 1-1-1 -1 1 o Ip I�r•I.90 � T - I- 1 1-1-1 -1 -1 - - T T T F I I I I I I LL 0.014 �f�2o-�rrriirl 0.012 1-� 1�01 1 J j I- 1 1-1-1 1 1 ! _ T t 1 1-1-1 1 1 0.01 -T _I 0.008 0.006 -' -I - 111 -1 -1 - - T T 0.004 - I-I- 1 1 - - - -1-1 -1 1 4 1 1 - I- 1- 1-1-1-1 -1 0.002 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Pre Construction - 06.12.25 Type 11 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.01 cfs @ 18.27 hrs, Volume= 0.006 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 1.290 30 Woods, Good, HSG A 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph III I I I I I I I I I I I III I I I I I I I I I I I III I I 0.009 0.0 1 cfs ■Runoff 0.008 0.007 Type1 Hi 214rthri i T i i i i r 1 1 1 1 1 0.007 I� `r I III I I — rtT- t- r- I I III I I 0.006 Ru ff Areewl t290-aC I 0.006 I� V6i Irr�e� — 1-1-1 —1 —1 4 1 1 I— 1— 1-1-1—1 —1 0.005 �1 Q-1 —1 71 7T 1— 1-1-1 —1 —1 A - 1 1 4-- L-- I— I— I—I—1—1 —I w 0.005 Rumff pelptly-0A6" 3 0.0041�Yolt_I"'I'�_�''I'7 `'' 11 _ I_I_I _I _I 1 1_ 1_1_1_I _I ° 0.004 _ C _ _ LL 0.003 Tc=15.5 wl'1'ih 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 - - - - 0.003 N� .� 11 1 1 1 1 1 1 I I I I 1 0.002 N del I I I I I I T I I III I I I I I I I I I I I I I I IIII -1 rt rt T T- I- IIIIII - - T -F F F IIIIIII 0.002 I I I 1rtrttt - I- 1 1-1-1 1 1 - - ttfi I I I I 1 0.001 I I I -1 - + - I- 1-1-1 1 1 - - + + I I I I 1 0.001 - - -I-I -I -I -4 4 4 -1 -1 -1 - 1 1- 1- 1 1-1 -1 -1 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1SA 1SB 1SC 2SA 2S6 3S 4S Sub Catchment I Sub Catchment 1 B Sub Catchment 1 C Sub Catchment 2A Sub Catchment 2B Sub Catchment 3 Sub Catchment 4 1PA 1PB 2PA 2PB Infiltratio�rench 1A Infiltratio�rench 1B Infiltration Trench 2A Infiltration Trench 2B 1 RA 17RB Grassed Waterway I Grassed Waterway I Subcat Reach on Link =HydrgCAD ram for North Parcel Post Construction Inf.Trenches-07.22.2 red by PW Grosser Consulting, Printed 7/22/2025 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC North Parcel Post Construction Inf. Trenches - 07.22.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 1 yr 24 hr Type II 24-hr Default 24.00 1 2.01 2 2 10 yr 24 hr Type II 24-hr Default 24.00 1 3.75 2 3 100 yr 24 hr Type II 24-hr Default 24.00 1 5.83 2 North Parcel Post Construction Inf. Trenches - 07.22.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.870 76 Gravel roads, HSG A (1 SA, 1 SB, 1 SC, 2SA, 2SB, 3S, 4S) 0.130 91 Gravel roads, HSG D (1 SC) 16.530 30 Meadow, non-grazed, HSG A (1 SA, 1 SB, 1 SC, 2SA, 2SB, 3S, 4S) 1.020 58 Meadow, non-grazed, HSG B (2SB) 11.330 71 Meadow, non-grazed, HSG C (1 SA, 1 SB, 1 SC, 2SA, 2SB) 0.270 78 Meadow, non-grazed, HSG D (1 SC) 0.050 79 Woods, Fair, HSG D (2SB) 0.990 30 Woods, Good, HSG A (2SA) 0.850 55 Woods, Good, HSG B (2SB) 0.580 70 Woods, Good, HSG C (2SA, 2SB) 32.620 48 TOTAL AREA North Parcel Post Construction Inf. Trenches - 07.22.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 18.390 HSG A 1 SA, 1 SB, 1 SC, 2SA, 2SB, 3S, 4S 1.870 HSG B 2SB 11.910 HSG C 1 SA, 1 SB, 1 SC, 2SA, 2SB 0.450 HSG D 1 SC, 2SB 0.000 Other 32.620 TOTAL AREA North Parcel Post Construction Inf. Trenches - 07.22.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 5 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.870 0.000 0.000 0.130 0.000 1.000 Gravel roads 1 SA, 1 SB, 1 SC, 2SA, 2SB, 3S, 4S 16.530 1.020 11.330 0.270 0.000 29.150 Meadow, non-grazed 1 SA, 1 SB, 1 SC, 2SA, 2SB, 3S, 4S 0.000 0.000 0.000 0.050 0.000 0.050 Woods, Fair 2SB 0.990 0.850 0.580 0.000 0.000 2.420 Woods, Good 2SA, 2SB 18.390 1.870 11.910 0.450 0.000 32.620 TOTAL AREA North Parcel Post Construction Inf. Trenches - 07.22.25 Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 6 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 1 PA 1,250.00 1,248.00 350.0 0.0057 0.012 0.0 6.0 0.0 2 1 PB 1,238.00 1,236.00 350.0 0.0057 0.012 0.0 6.0 0.0 3 2PA 1,235.00 1,233.00 250.0 0.0080 0.012 0.0 6.0 0.0 4 21DB 1,219.00 1,217.00 250.0 0.0080 0.012 0.0 6.0 0.0 North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 7 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1SA:Sub Catchment1A Runoff Area=2.460 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=158' Slope=0.1270 '/' Tc=5.7 min CN=45 Runoff=0.00 cfs 0.000 of Subcatchment1SB: Sub Catchment1B Runoff Area=2.720 ac 0.00% Impervious Runoff Depth=0.04" Flow Length=227' Slope=0.0530 '/' Tc=8.9 min CN=58 Runoff=0.01 cfs 0.009 of Subcatchment1SC: Sub Catchment 1C Runoff Area=5.660 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=1,087' Tc=14.6 min CN=46 Runoff=0.00 cfs 0.000 of Subcatchment2SA:Sub Catchment2A Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=277' Slope=0.1230 '/' Tc=13.1 min CN=44 Runoff=0.00 cfs 0.000 of Subcatchment2SB: Sub Catchment2B Runoff Area=10.470 ac 0.00% Impervious Runoff Depth=0.06" Flow Length=932' Tc=26.4 min CN=60 Runoff=0.08 cfs 0.054 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=611' Tc=10.8 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=230' Tc=15.5 min CN=38 Runoff=0.00 cfs 0.000 of Reach 1 RA: Grassed Waterway 1A Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.022 L=84.0' S=0.1250 '/' Capacity=31.49 cfs Outflow=0.00 cfs 0.000 of Reach 1 RB: Grassed Waterway 1 B Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.022 L=23.0' S=0.1304 '/' Capacity=32.17 cfs Outflow=0.00 cfs 0.000 of Pond 1 PA: Infiltration Trench 1A Peak EIev=1,248.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 1 PB: Infiltration Trench 1 B Peak EIev=1,236.23' Storage=399 cf Inflow=0.01 cfs 0.009 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2PA: Infiltration Trench 2A Peak EIev=1,233.00' Storage=0 cf Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2PB: Infiltration Trench2B Peak EIev=1,218.98' Storage=2,370 cf Inflow=0.08 cfs 0.054 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 32.620 ac Runoff Volume = 0.064 of Average Runoff Depth = 0.02" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1SA: Sub Catchment 1A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 1PA : Infiltration Trench 1A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 1.560 30 Meadow, non-grazed, HSG A 0.020 76 Gravel roads, HSG A 0.880 71 Meadow, non-grazed, HSG C 2.460 45 Weighted Average 2.460 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.1270 0.31 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 0.4 58 0.1270 2.49 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 5.7 158 Total Subcatchment 1SA: Sub Catchment 1A Hydrograph T I111 T T T T 1 I I I I I I I I I I I I I I I I I I ❑Runoff Type bl 24-hr I I I I I I I I I I I I I I I I I I I I I I l l l I yrl 41 hIr IRailinlfq =2.0 1 'I Rluhbff Area�=2.460 aid 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RunofflV(ollurme=;U00 of Ounl OO ElepTh'=r.00" `r, .yam o 1 FI6W 1L�IIth� 18, LL 1 1 1 1 1 1 1 I I I I I I I 1 1 151 1 �+ clope:;0.1270 1'/I � 1� O 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 I I CN=45 I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1SB: Sub Catchment 1B Runoff = 0.01 cfs @ 15.01 hrs, Volume= 0.009 af, Depth= 0.04" Routed to Pond 1 PB : Infiltration Trench 1 B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 0.870 30 Meadow, non-grazed, HSG A 0.070 76 Gravel roads, HSG A 1.780 71 Meadow, non-grazed, HSG C 2.720 58 Weighted Average 2.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 100 0.0530 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 127 0.0530 1.61 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 8.9 227 Total Subcatchment 1 SB: Sub Catchment 1 B Hydrograph 0.013 1 IJ -4J 4- 0.01cfs - 1 1 1 -1 -4JJJ4 1 1 1 1 1 1 ■Runoff 0.012 I 1 1 1 1 1 � 1 -t _tt -1 -1fi fi t fi t � I I I 1 1 I 0.011 _I_I_I _I _I T DO1-24--h 00.01 I- I-I-I-I -I J J 1 1 J I`,I J�Q J La Ln�al I- �� 0.01 I I fi + - - Iyr� Y�1F'F�4 � 1`�I- I 0.009 J�gxi 0.009 0.008 - - - - -IJJ11 _ I- I- I_' 1 L LLI- I- I-1-1-1 -1 0.008 I I I -1 - + 1 1 1 1- uno huff er=O,1eWaf 0.007 w 1 1 1 1 1 I JR 1 p h 1- - -� 0.006 - - - - -IJ - 11 LLI- - - - -I -IJ QL C - -7 0 0.006 I I I fi fi t I I I 1 16W tdh- f: 22T LL 0.005 - 1 11 1 I 1 I I I I 0.004 J 1- 1-1-1 -1 -1 J S[OwCO:r'13a1'r1 0.004 � I- - - -I 0.003 I I I I I I I I I I I I I I I I I I I I I I 1 1- 1 n1 0.003 - - - - - - - - - - - - - - - - - - - - - - - - - - 0.002 I I J -L - 11 1 1 1 1 1 -1 -4 1 J 4- I C N&58 0.001 0.001 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 3536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1 SC: Sub Catchment 1 C Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 3.660 30 Meadow, non-grazed, HSG A 0.390 76 Gravel roads, HSG A 1.210 71 Meadow, non-grazed, HSG C 0.270 78 Meadow, non-grazed, HSG D 0.130 91 Gravel roads, HSG D 5.660 46 Weighted Average 5.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 100 0.0710 0.25 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.4 154 0.0710 1.87 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 1.1 180 0.1440 2.66 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 4.4 522 0.0800 1.98 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 1.0 131 0.1060 2.28 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 14.6 1,087 Total North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 11 Subcatchment 1 SC: Sub Catchment 1 C Hydrograph � 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 I I I I I I ❑Runoff I I I I (Type I-I 24-hr 1 1 1 1 1 1 I 1 1 1 1 1 yr 4,I1r 1R,ailinfoll=2.0 ' 1 1 1 1 1 1 1Ruh6ff Area�=5.660 Ad 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 I I 1 1 1 1 1 1 1 1 1 RunofflV(ollurme=;0M0 of Oulnl I1 DIIep�h'-0.00" LL FI6W LCh th= 11,087, 1 1 1 Tv;:14.6 m i n 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 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 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 I 0.00 Cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 2627 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2SA: Sub Catchment 2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 2PA : Infiltration Trench 2A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 2.510 30 Meadow, non-grazed, HSG A 0.990 30 Woods, Good, HSG A 0.050 76 Gravel roads, HSG A 1.330 71 Meadow, non-grazed, HSG C 0.420 70 Woods, Good, HSG C 5.300 44 Weighted Average 5.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.1230 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.2 177 0.1230 2.45 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 13.1 277 Total Subcatchment 2SA: Sub Catchment 2A Hydrograph � 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 I I I I � � ❑Runoff 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 I I I I I I I I 11 1 I I (Type III 24-hr 1 1 I Yr �411 I Ir jgailin11f#11;=401i.1 IRuhbff AtO4=5.300 Ad 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 I I I I I 1 I 11 1 1 1 1 Runoff)Vollume=;0.000 of Ou�npo11 1ep�h'-0.90 i ``, .yam o 1 FIbW 1L�IIth�277, 1 1 1 1 1 1 1 1 1 1 1 IC I 1 1 1 1 1 Clope:;0.1230 1T 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 ✓. I1 I I I I I 11 1 ICI M 1'1 1 1 1 I I 11 1 I I 1 I CN=44 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 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 I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 2SB: Sub Catchment 2B Runoff = 0.08 cfs @ 13.25 hrs, Volume= 0.054 af, Depth= 0.06" Routed to Pond 2PB : Infiltration Trench 2B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 2.200 30 Meadow, non-grazed, HSG A 0.000 30 Woods, Good, HSG A 0.060 76 Gravel roads, HSG A 1.020 58 Meadow, non-grazed, HSG B 0.850 55 Woods, Good, HSG B 6.130 71 Meadow, non-grazed, HSG C 0.160 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.050 79 Woods, Fair, HSG D 10.470 60 Weighted Average 10.470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 14 Subcatchment 2SB: Sub Catchment 2B Hydrograph 0.09 1 1 1 1 -4 4 J0.08 CfS 1 1 1 A 4 4 + 1- 1 1 1 1 1 1 ■Runoff 0.085 1 1 1 1 -1A11 I 1 1 1 -1111LLL L I I 1 1 1 1 0.08 L L 11 1 -1 L 1 1 + _ I I I L 1 1 L L TypeAL2-44v 0.075IIIICI 0.07 IIII II�1 71� I"-F �I� �7 0.065 _ I_ I_I—I —I —I 1 _IRILt"f 661=10 4-710-66, 0.06 1 _ iY I 1 1 �1 /11 11 1 1 1 1 1 11 1 1_I 1 0.055 1 Ru11of Q1u1mei--0.0 7�F of w 0.05 I I I I I I I I I I I I I I I 11 11 - runoff �qIb1 3 0.045 _ `i, M 0.04 I I oW UhOth=l: 1 1 1 1 1 1 1 + 1 1 1 1 1 0.035 111 1 -1 -1 rt rt + r r 11111 1 1 - rt T r rTC:F261A 11'1'filfll 0.03 1 1 1 1 rtrtrt + t- I— I I 1 1 1 1 - — t t t � I 0.025 — — 1-1-1 —1 — -t -t fit t r I— I— I-1-1 —1 —1 -1 -tt t t 1— 0.02 — —1-1-1 —1 — -1 4 4 1-1 —1 —1 4 + + 0.015 — —1-1-1 —1 — -4 4 — — —1-1 —1 —1 -4 - 4- 4 I— 1— 1-1-1-1 —1 0.01 — — —1-1 —1 —1 -4 4 4 —1 —1 -4 -4 1-1 —1 —I 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2223 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 4.670 30 Meadow, non-grazed, HSG A 0.050 76 Gravel roads, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.0600 0.23 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 186 0.1180 2.40 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 0.8 120 0.1167 2.39 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 0.9 126 0.1000 2.21 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 0.6 79 0.1000 2.21 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 10.8 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph 1 I I I I I I I I I I I I I I ❑Runoff I I I I I I I I I I I I I I I I 1 1 1 Type 1124-hr 1 Yr12411 I1r �Rl,ailin11fO11=2.0i 'Ruhbff All ea�=4.720 clid I I I I I I I I I I I I I I I I I I I I Runoff lVrollume=;0.000 of w Ounpo f 11Ell epih=0.1100"I III 11 1I I I I 1 1 1 1 F16W1Llerhgth=6111 LL 1 11 1 11 1 1 1 1 1 1 1 I I I I I 1 I I I 1 1 1TCr-10.8 min ONOO I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.01" Area (ac) CN Description 1.060 30 Meadow, non-grazed, HSG A 0.230 76 Gravel roads, HSG A 1.290 38 Weighted Average 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph T F I111 T T T T 1 I I I I I I I I I I I I I I I I I I � � � ❑Runoff Type bl 24-hr I I I I I I I I I I I I I I I I I I I I I I l l l I yrl 41 hIr IRailinlfq =2.0 1 'I Rluhbff Area�=1.290 aid 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 I I I I I 1 1 1 1 1 1 1 1 Runoff lV(ollurme=;U00 of Ounl OO ElepTh'=r.00" `r, .yam o 1 FI6W 1L�IIOth�23'0, LL I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I 1 1 ITIcr-15.5 min 1 I I 1 1 1 I I I 1 1 1 I I I 1 1 1 I I I 1 1 1 A' 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 CN L 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 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 I I I I I I I I I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 17 Summary for Reach 1RA: Grassed Waterway 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 31.49 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 84.0' Slope= 0.1250 7' Inlet Invert= 1,247.00', Outlet Invert= 1,236.50' Reach 1 RA: Grassed Waterway 1A Hydrograph I I i i I I I I ■Inflow ❑Outflow 1 1 I I Inflow 1A►rea:;2.4601 ac I I I I I I I Avg. F�ow bepth;=0�100'1 1 i iM41 `1'OI q-qq fosil I I I I I I I I I 11 1 1 1 rh=1:0.0221 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 I I I I 1 11 1 1 1 1 1 1 1 1 1 1 1 l l 1 1 1Lr-84.0'1 a 11 1 1 1 1 1 1 1 1 1 1 11 1 n 1 1 LL A 1.J 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 I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 18 Summary for Reach 1 RB: Grassed Waterway 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 32.17 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 23.0' Slope= 0.1304 '/' Inlet Invert= 1,235.00', Outlet Invert= 1,232.00' Reach 1 RB: Grassed Waterway 1 B Hydrograph I I I i I I I I I 1 ■Inflow ❑Outflow Inflow IA►rea:;2.7201 ac IA FI01W 00P h1=0100' I I IM41 YO1q_bq foSI rh=1:0.0221 I I I I I I I I I I I I I I I I I I I I I I u ILr-23.W 1�3�LL I iSI=1041 , 000004Y�=417 qfs 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 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 I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 19 Summary for Pond 1 PA: Infiltration Trench 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 RA : Grassed Waterway 1A Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,248.00'@ 0.00 hrs Surf.Area= 2,822 sf Storage= 0 cf 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 1,248.00' 4,515 cf Custom Stage Data (Prismatic)Listed below(Recalc) 11,288 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,248.00 2,822 0 0 1,252.00 2,822 11,288 11,288 Device Routing Invert Outlet Devices #1 Primary 1,250.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,250.00'/ 1,248.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,251.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 1,251.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,251.80 1,252.00 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,248.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) 3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22Type // 24-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 20 Pond 1 PA: Infiltration Trench 1A Hydrograph ■Inflow Primary Inflow(Area=2.460 lac �Qa� I 12 46.246.b0' I I I I I I I I I I I I I I I I I I I Stora6e-011 6fl ( 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 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 N c LL 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 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 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 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 I I I I I I I I I I I I I I I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1 PB: Infiltration Trench 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 0.04" for 1 yr 24 hr event Inflow = 0.01 cfs @ 15.01 hrs, Volume= 0.009 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 RB : Grassed Waterway 1 B Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,236.23'@ 24.55 hrs Surf.Area= 4,250 sf Storage= 399 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,236.00' 7,650 cf Custom Stage Data (Prismatic)Listed below(Recalc) 19,125 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,236.00 4,250 0 0 1,240.00 4,250 17,000 17,000 1,240.50 4,250 2,125 19,125 Device Routing Invert Outlet Devices #1 Primary 1,238.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,238.00'/ 1,236.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,239.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,240.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,240.00 1,240.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,236.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,236.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22Type // 24-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 22 Pond 1 PB: Infiltration Trench 1 B Hydrograph 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 -1 + —1-1 + + I 0.01 CfS I-1—1 + + � I—I— + + 1—1-1 -4 + I—I ■Inflow i l I_I I_I_I I_ I_I I_I I_ I_I ■Outflow in Ar,e 7+}� C ■Primary QwI 1aT I�TJ— ■Secondary 0.012 , i t —IT T —IT i l i PeA l Ubw-0 z2� 0.011 i i —1-1 -tfi fi 1 1_1 J 1 L 11_I L L L -1 1 L —1 araW3WId 0.01 - - - - - - - - - - - - - - - — — - - - - - - - - 0.009 i t 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.008 1-1 -1 t t- 1-1-1 -t t 1 -1 fi t 1 1 1 + t L 1 1-1 -t + 1 1 H i i 11 J L L11 L L 11 1 L 111 L L ! J 1 L 111 A L L 11 0.007 0 0.006 0.005 � i II � rt fi I I I rt t I� rt fi I I I rt — � rt fi I I I rt rt r lI iL 1-1 � - —1-1 - I� L- 1-1-1 � _I1 -L1-1_1 - 1-1 0.004 i i 0.003 o.00 fs 0.00 cfS 0 0. 10 cfs 0 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 23 Summary for Pond 2PA: Infiltration Trench 2A Inflow Area = 5.300 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,233.00'@ 0.00 hrs Surf.Area= 2,993 sf Storage= 0 cf 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 1,233.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,233.00 2,993 0 0 1,237.00 2,993 11,972 11,972 1,237.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,235.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,235.00'/ 1,233.00' S= 0.0080 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,236.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,237.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,237.00 1,237.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,233.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,233.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22Type // 24-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 24 Pond 2PA: Infiltration Trench 2A Hydrograph ■Inflow 0 Outflow . p Primary 1 l6f QW Ar'�eaT M1�3p� I�C+I El Secondary I I I I I I I I I I I I I I I I I IIEl ,.{I� Stb 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 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 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 I I I I I I y 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 I w c LL 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 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 I I I I I 0.00 CfS 0 cfs 0.00 cfs 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22Type 1124-hr 1 yr24 hrRainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 25 Summary for Pond 2PB: Infiltration Trench 2B Inflow Area = 10.470 ac, 0.00% Impervious, Inflow Depth = 0.06" for 1 yr 24 hr event Inflow = 0.08 cfs @ 13.25 hrs, Volume= 0.054 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs /6 Peak Elev= 1,218.98'@ 25.55 hrs Surf.Area= 2,993 sf Storage= 2,370 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,217.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,217.00 2,993 0 0 1,221.00 2,993 11,972 11,972 1,221.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,219.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,219.00'/ 1,217.00' S= 0.0080 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,220.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,221.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,221.00 1,221.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,217.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,217.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22Type // 24-hr 1 yr 24 hr Rainfall=2.01" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 26 Pond 2PB: Infiltration Trench 2B Hydrograph -t t 0.08 Cfs t I-1—1 -t t i I—I— t t I—I—I -f t I—I ■Inflow i —I � rtfiI- -Irtt � l rtfil—I—Irt�11 A�1rUuIvv—I//—� rtfiI—I—I tr� aal—�++I� �pimaw 0.09 i iI T r rt T rt r II'' `�rh"�rOloh7�h4�1 ■Secondary 0.085 i i 1-1 -1 T F 1— ITTT T ITP&aIIe4'::tV 0.08 i l 0.075 i i t 1 1 1 1 1 1 1 1 1 1 1 I I I I StoragCt4,370- 11 0.065 i _ _I I_ _I _ _I 1 1 1 1 1 1 1 1 i � 0.055 0.05 i I_IJ 1 L L1-11 1 IJ 1 L 1_1-11 1 1 1 1_1 -1 1 L1-1 i 0.045 i 1-1 4t- 1 1 � T 1 A 4 1 1 1 -4t —1 1-144 1 I �° 0.04 � i 0.035 0.03 0.025 i 1-1 1 t t 1-1-1 -t t 1 1 t t I-1—1 1 1 1 1-1 t r 1-1 0.02 i i 1-1 -1 t t- I 1 1rt t 11fit1 1 1rtt - I 1-1 1rtrtr1 1 0.015 O0CfS i i i i i i i i i i i 0.00 cfs 0 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 1l 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 27 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1SA:Sub Catchment1A Runoff Area=2.460 ac 0.00% Impervious Runoff Depth=0.13" Flow Length=158' Slope=0.1270 '/' Tc=5.7 min CN=45 Runoff=0.04 cfs 0.026 of Subcatchment1SB: Sub Catchment1B Runoff Area=2.720 ac 0.00% Impervious Runoff Depth=0.56" Flow Length=227' Slope=0.0530 '/' Tc=8.9 min CN=58 Runoff=1.84 cfs 0.126 of SubcatchmentISC: Sub Catchment 1C Runoff Area=5.660 ac 0.00% Impervious Runoff Depth=0.15" Flow Length=1,087' Tc=14.6 min CN=46 Runoff=0.14 cfs 0.071 of Subcatchment2SA:Sub Catchment2A Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=0.10" Flow Length=277' Slope=0.1230 '/' Tc=13.1 min CN=44 Runoff=0.07 cfs 0.046 of Subcatchment2SB: Sub Catchment2B Runoff Area=10.470 ac 0.00% Impervious Runoff Depth=0.64" Flow Length=932' Tc=26.4 min CN=60 Runoff=4.63 cfs 0.561 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=611' Tc=10.8 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.01" Flow Length=230' Tc=15.5 min CN=38 Runoff=0.00 cfs 0.002 of Reach 1 RA: Grassed Waterway 1A Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.022 L=84.0' S=0.1250 '/' Capacity=31.49 cfs Outflow=0.00 cfs 0.000 of Reach 1 RB: Grassed Waterway 1 B Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.022 L=23.0' S=0.1304 '/' Capacity=32.17 cfs Outflow=0.00 cfs 0.000 of Pond IPA: Infiltration Trench 1A Peak EIev=1,249.00' Storage=1,125 cf Inflow=0.04 cfs 0.026 of Outflow=0.00 cfs 0.000 of Pond 1 PB: Infiltration Trench 1 B Peak EIev=1,239.22' Storage=5,481 cf Inflow=1.84 cfs 0.126 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2PA: Infiltration Trench2A Peak EIev=1,234.67' Storage=2,004 cf Inflow=0.07 cfs 0.046 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 2PB: Infiltration Trench2B Peak EIev=1,221.01' Storage=4,798 cf Inflow=4.63 cfs 0.561 of Primary=0.67 cfs 0.373 of Secondary=2.39 cfs 0.085 of Outflow=3.06 cfs 0.458 of Total Runoff Area = 32.620 ac Runoff Volume = 0.831 of Average Runoff Depth = 0.31" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 1SA: Sub Catchment 1A Runoff = 0.04 cfs @ 12.43 hrs, Volume= 0.026 af, Depth= 0.13" Routed to Pond 1PA : Infiltration Trench 1A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 1.560 30 Meadow, non-grazed, HSG A 0.020 76 Gravel roads, HSG A 0.880 71 Meadow, non-grazed, HSG C 2.460 45 Weighted Average 2.460 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.1270 0.31 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 0.4 58 0.1270 2.49 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 5.7 158 Total Subcatchment 1SA: Sub Catchment 1A Hydrograph — — - - - - rt I I T r- I I I I I I I I- 0.05 — — — — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Runoff 0.048 11 - 0.04cfs - - - - 0.046 - - - -I -I - - I- I-1-1 -1 -1 � -4 _� �_ �_ � I_ - I- I-1-1 -1 -I 0.044 -1fi -f + - �- I I I 1 1 I I -j -ffi + +- -CTYpe-IU244Tr 0.042 1 7 1 7 -F 1 F I f 1 0.38 1 1 1 1 I 0.036 1 1 1 1 -4 4 4 1 I I I 1 —1 RUnOff+AreA--214C0-de 0.034 — IIII -1 rt rt — II —I — T — — —I—I —I — 0.032 1 1 1 1 uingf# aQIUMeF ail 0.03 - - - -- - - - - - - -- - - 0.026 1 1 1 fi fi t r I 1 1 1 1 �u'tt �u_ I I-'1I-1 •1 -1� 0 0.024 - 1- 1-1-1 -1 -1 1 1- 1- 1 -1 FhD A/11..-enq h -158 LL 0.022 — — — — — —.�.L1 — a — 0.018 0.016 I I T177 TFI I I I I 1 11 T T rTc=-57—M in 0.014 — 1— - - - - - - - - - - — — — — — 0.012 — I I I I I 1 1 I I I I I I I 1 I I _I 0.01 — — —I—I —I — — — —I—I —I —I 1- 1— I—C F4 0.008 T fir- r- I I I I I I 0.006 1 1 1 1 1 1 1 1 1 1 1 0.004 0.002 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1SB: Sub Catchment 1B Runoff = 1.84 cfs @ 12.03 hrs, Volume= 0.126 af, Depth= 0.56" Routed to Pond 1 PB : Infiltration Trench 1 B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 0.870 30 Meadow, non-grazed, HSG A 0.070 76 Gravel roads, HSG A 1.780 71 Meadow, non-grazed, HSG C 2.720 58 Weighted Average 2.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 100 0.0530 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 127 0.0530 1.61 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 8.9 227 Total Subcatchment 1 SB: Sub Catchment 1 B Hydrograph 2 1 1.84 cfs ❑Runoff 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 I Type II 24-hr O�yr 1 1 1 1 1 1 1 1 1 Runoff Arreca=21720 ac I I I I I I I I I I I I I I I I I I I I I I I I R�u1nQ 1f VWIIumeT01.1I6 e � 11 11 ' I I r 1 1 Riifidf Dbp�tl =O 15�T c 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1FIo1w Leingth;=227 LL 1 1 1 1 1 1 1 1 1 1 1 $100e=b.053110'1'/'1 T`i=8.9 min 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 I I I I I I I I I I I I I I I C�r I I I I I I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 1 SC: Sub Catchment 1 C Runoff = 0.14 cfs @ 12.50 hrs, Volume= 0.071 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 3.660 30 Meadow, non-grazed, HSG A 0.390 76 Gravel roads, HSG A 1.210 71 Meadow, non-grazed, HSG C 0.270 78 Meadow, non-grazed, HSG D 0.130 91 Gravel roads, HSG D 5.660 46 Weighted Average 5.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 100 0.0710 0.25 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.4 154 0.0710 1.87 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 1.1 180 0.1440 2.66 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 4.4 522 0.0800 1.98 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 1.0 131 0.1060 2.28 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 14.6 1,087 Total North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 31 Subcatchment 1 SC: Sub Catchment 1 C Hydrograph II + + + + I- I- I- - -1 -1 -1 f + + + + + I 0.16 - - - -I-I-I -I 0.14 cfs L I- 1- 1-1-1-1 -1 -1 � -L -L -L L 1- I- ■Runoff 0.15 1 1 1 1 111 I I I I I I I I 1 I 0.14 1 1 1 1 1 1I- I- 1I-I i 1 1 1 Type I 124 -h_,r 0.13 4iO4T Pk T L O7 -hr a 0.12 -ftnoffArea-=5+6rV a-e+ -0.1 1 1 I�IU�1Q V911imeFOI.C. �� w 0.09 1 1 1 1 1 1 1fthdff De�h=JDa6" 1 1 I I I I I I I I I - I I I I I I I I I I I I II I I I c 0.08 I I - - 1 1 1 1 1 F•1Iow Len gth:P'-,OW LL 0.07 I I -1-1 -1 -4 � +��' 0.06 L � , qL IIL _ + LL _ _ _I _I 7P1 0.05 I I_ I_I_I_1_1_I _I 1 1 1 1 1 1 I I I I I -CN=46 0.04 0.03 I- F1-1-1-1 -1 -1T 1- T7- rF1- 1- 1-1-1-1 1 -177TTrTFTI- 0.02 + + + III -I + + + + I- I- 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 2SA: Sub Catchment 2A Runoff = 0.07 cfs @ 13.38 hrs, Volume= 0.046 af, Depth= 0.10" Routed to Pond 2PA : Infiltration Trench 2A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 2.510 30 Meadow, non-grazed, HSG A 0.990 30 Woods, Good, HSG A 0.050 76 Gravel roads, HSG A 1.330 71 Meadow, non-grazed, HSG C 0.420 70 Woods, Good, HSG C 5.300 44 Weighted Average 5.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.1230 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.2 177 0.1230 2.45 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 13.1 277 Total Subcatchment 2SA: Sub Catchment 2A Hydrograph 0.07 1 1 1 0.07 cfs ■Runoff - 1- 1-1-1 -1 t 1 _t _tI 11 1 1 1 -1 fi _tt t t I I I 1 1 1 0.065 iType-1L2-4-hlr 0.06 0.055 71 -1 -1 RunofftAma=5!300-ac - 0.05 I_ I_ I-1-1 -1 J J 1 1 _I I J _! L L L I_ 1 0.045 iznnoff VQlme-"7_0 0040 0 , 0.04 1 1 fi fi r 1 1 11 n''Ao'ff''De'pth111=�0i10" c 0.035 L L 111 -1 J J 1 1 1 L L L 1 1-1-I _I - lowLLengthr- �1�1 LL 0.03 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I�I �I�1 '4 r{�In I 1�� 0.025 �I'�f rl" I�T Iltl -1 t t t-Tc=U:1-min 0.02 I-1-ILL J 1 1 1 L L LII1_ -1 -1 L L L LII IL I 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 1l 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 2SB: Sub Catchment 2B Runoff = 4.63 cfs @ 12.26 hrs, Volume= 0.561 af, Depth= 0.64" Routed to Pond 2PB : Infiltration Trench 2B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 2.200 30 Meadow, non-grazed, HSG A 0.000 30 Woods, Good, HSG A 0.060 76 Gravel roads, HSG A 1.020 58 Meadow, non-grazed, HSG B 0.850 55 Woods, Good, HSG B 6.130 71 Meadow, non-grazed, HSG C 0.160 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.050 79 Woods, Fair, HSG D 10.470 60 Weighted Average 10.470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Post Construction Inf. Trenches - 07.22ype // 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 34 Subcatchment 2SB: Sub Catchment 2B Hydrograph 5 4.63 cfS ■Runoff 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�(�IaType 11 224-hr 4 L L L 1�I 7Ir I' 'I 'I-'T 'T Imo, 1 1 1 1 1 1 1 1 R��un{{c.�'h�f��f A��reta=110.1!470 ac 1- t t AuIInQ-�I�I� I d•�6�11-1 3 1 1 1 1 RUfi6ff Deipltli=b '6 " U 1 1 1 1 1 1 1 1 1 1 1Flow Leingth;=932 2 11 T ''rT• I' 1� I I I I I 1 I I I I I I I I I I I I I I I I ICN=60 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 I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 1920 21 22 23 2425 2627 28 2930 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 4.670 30 Meadow, non-grazed, HSG A 0.050 76 Gravel roads, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.0600 0.23 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 186 0.1180 2.40 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 0.8 120 0.1167 2.39 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 0.9 126 0.1000 2.21 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 0.6 79 0.1000 2.21 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 10.8 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph 1 I I I I I I I I I I I I I I ❑Runoff I I I I I I ( I I I I I I I I I 1 1 1 Type 1124-h r O;y;r ' 4 hrl f 1�017$" 1 Runoff Arrea::141720 ac I I I I I i l l l I I I I I I 1 Rump If QI"meTIQI. I a w RUfi6ff Deg 0=10.00" v I I I I I I I I I I I I I I I Ip " I I I 0 1 1 1 1 1 1 1 1 1 (Flow Leingth=6111 LL 1 I I I I q=10.8 In'1i p 1 1 1 CN=30 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 I I I 0.00 cfs 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 2627 28 2930 31 3233 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.00 cfs @ 23.99 hrs, Volume= 0.002 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr 24 hr Rainfall=3.75" Area (ac) CN Description 1.060 30 Meadow, non-grazed, HSG A 0.230 76 Gravel roads, HSG A 1.290 38 Weighted Average 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph -I I F L LI III- I I - III 0.003 - -1 rt rt t t t r 1- 1- - -I -I -I t t-- 1- I- 1-1-1-1 -1 0.003 ■Runoff 0.00 cfs - - I-I-I -I -I � � � + + + � I- I- I- 0.003 y19e lI-24-h�r�j�� 1 1 1 1 1 1 1 I L 4 1_ 1_ 1 1 1 1 1 0.003 �_7 7 1�_ 4_I '_1r I'1"'1'-1'�IL�'� ,1 i i 1 1 1 1 1 1 1 1 1111111 0.002 Runoff Ar�eraO.29O laic I I- I- I - I I I I I I I-I-I-I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.002 '1RIIu I1I� 1neT10I01 I1a� 1 0.002 RId�f_� t1�—Qr�'I w r" 0.002 1 1 1 � !-444 + + I- -I -I -I - - + I 1 1 1 _; 0.002 iF low Lein gth;=2W L L L -1 -1 -1 - - 1 L L L L 1 1 1 1 1 1 0.001 T Iy 1 T 0.001 RCN_= 38 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.001 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - I 1 1 IT -177TTTr '- 11 1 11 -17 T T_ F F F 11 1 1 1 1 0.001 - 1- 1-1-1 -1 - _t fi fi t t t- - - -I -1 1 - I I fi r I- I- 1-1-1-1 -1 0.000 I- 1-1-1-1 -1 -1 -444 + + t- 1-1- -I -I -4 - 1 1 � kI- - - -I-I -I 0.000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 37 Summary for Reach 1RA: Grassed Waterway 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 31.49 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 84.0' Slope= 0.1250 7' Inlet Invert= 1,247.00', Outlet Invert= 1,236.50' Reach 1 RA: Grassed Waterway 1A Hydrograph I I i i I I I I ■Inflow ❑Outflow 1 1 I I Inflow 1A►rea:;2.4601 ac I I I I I I I Avg. F�ow bepth;=0�100'1 1 i iM41 `1'OI q-qq fosil I I I I I I I I I 11 1 1 1 rh=1:0.0221 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 I I I I 1 11 1 1 1 1 1 1 1 1 1 1 1 l l 1 1 1Lr-84.0'1 a 11 1 1 1 1 1 1 1 1 1 1 11 1 n 1 1 LL I I I I I I I I I I I I A 1.J 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 I I I I I I I I I I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.22ype 1124-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 38 Summary for Reach 1 RB: Grassed Waterway 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 0.00" for 10 yr 24 hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 1 R Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 0.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 32.17 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 23.0' Slope= 0.1304 '/' Inlet Invert= 1,235.00', Outlet Invert= 1,232.00' Reach 1 RB: Grassed Waterway 1 B Hydrograph I I I i I I I I I 1 ■Inflow ❑Outflow Inflow IA►rea:;2.7201 ac IA FI01W 00P h1=0100' I I IM41 YO1q_bq foSI rh=1:0.0221 I I I I I I I I I I I I I I I I I I I I I I u ILr-23.W 1�3�LL I iSI=1041 , 000004Y�=417 qfs 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 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 I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 39 Summary for Pond 1 PA: Infiltration Trench 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.13" for 10 yr 24 hr event Inflow = 0.04 cfs @ 12.43 hrs, Volume= 0.026 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 RA : Grassed Waterway 1A Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,249.00'@ 24.35 hrs Surf.Area= 2,822 sf Storage= 1,125 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,248.00' 4,515 cf Custom Stage Data (Prismatic)Listed below(Recalc) 11,288 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,248.00 2,822 0 0 1,252.00 2,822 11,288 11,288 Device Routing Invert Outlet Devices #1 Primary 1,250.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,250.00'/ 1,248.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,251.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 1,251.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,251.80 1,252.00 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,248.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) 3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22ype // 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 40 Pond 1 PA: Infiltration Trench 1A Hydrograph 0.04 cfs 1 I I ■Inflow 0.05 ■Primary 0.048 x — 1-1—1 4 — -4 4 T �- I— I—1 —1 -4 4 T 1—I—1 —1 � 4 0.046 1 1 1 1 T rt T T t- l ITT rt T T ]nftowAm;:2j460-1av 0.044 1 00.04 i 1 1 1—1 --1 4 + + k- 1 4 4 + -1 1- I�lel� b�Ile�� 49 0.038 — —I—I T 7 T T r l I 7 T T T — —I5 h�0.036 �I 7� 0.034 i — I—I—I J 1 1 L L I_ I L L — I—I - 0.032 i I I I I 4 + +- 1 + + 1 1 1 1 � + 1 1 1 —1 --1 4 0.03 I77T7T- F1 IT TI I -177TT- T1 1 -17 0.028 i 1— 1-1 — — — — — — — — — — — — — — — — — — = 0.026 iI J 1 1 1 L L 1 J 1 II J 1 L L J III J 1 c 0.024 + -I � � � t � � I— —I —I � � LL 0.022 F I_ _ _ 0.018 1 I I 1 _I 1 1 1 T_ I_ I 1 0. 1 1 1 1111LLL1 11111LL 1 1-1-1 1 -11 18 i 0.016 I + tf 1 1tt -f + 1 1 ttLf 11 1 1 -1 -f 0.014 I I T 1 F 1 1 T T 0.012 i 0.01 0.008 X I I I I fi t t- t-- 1 t fi t t I I t t- t-- 11 1 1 -1 fi 0.006 - 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 41 Summary for Pond 1 PB: Infiltration Trench 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 0.56" for 10 yr 24 hr event Inflow = 1.84 cfs @ 12.03 hrs, Volume= 0.126 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routed to Reach 1 RB : Grassed Waterway 1 B Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,239.22'@ 24.55 hrs Surf.Area= 4,250 sf Storage= 5,481 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,236.00' 7,650 cf Custom Stage Data (Prismatic)Listed below(Recalc) 19,125 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,236.00 4,250 0 0 1,240.00 4,250 17,000 17,000 1,240.50 4,250 2,125 19,125 Device Routing Invert Outlet Devices #1 Primary 1,238.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,238.00'/ 1,236.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,239.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,240.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,240.00 1,240.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,236.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,236.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22ype // 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 42 Pond 1 PB: Infiltration Trench 1 B Hydrograph 1 1 1 A L L I I L — L I -1 L I I L I 1 I L 1 L I 1 -1 ■Inflow 1.84 cfs ■outflow �Jh p Primary 2 1 1 1 1 160f w Ar�eaT�., 26 lac+ ❑Secondary 1 1 1 1 � � 1 1 1 1 1 ��'�k E1���11 ���•���� 1gtbe��e1=1514511 �f I I I I I I I I I I I I I I I I I I—I w I I I I I I I I I I I I I I I I I I I I I I II IIIIIIIIIIIIIIIIIIII LL i l l 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 I I I I I I I I I I I I I I I I l i l . 0 cfs 0.00 cfs 0.00 cfs 0 jr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 3031 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 43 Summary for Pond 2PA: Infiltration Trench 2A Inflow Area = 5.300 ac, 0.00% Impervious, Inflow Depth = 0.10" for 10 yr 24 hr event Inflow = 0.07 cfs @ 13.38 hrs, Volume= 0.046 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,234.67'@ 24.80 hrs Surf.Area= 2,993 sf Storage= 2,004 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,233.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,233.00 2,993 0 0 1,237.00 2,993 11,972 11,972 1,237.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,235.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,235.00'/ 1,233.00' S= 0.00807' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,236.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,237.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,237.00 1,237.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,233.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) L2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,233.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.22ype // 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 44 Pond 2PA: Infiltration Trench 2A Hydrograph 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.07 cfS LInflow#' I j R�� 1 1�T I�M1+1�ACI 1-1 -1 T T TI 1 T T T r II I 0.065 i 1-1 -L -1-1 -LI ! I-I-1 -L I-1-1 -L L 1-1 0.06 I I 1 1 1 1 1 I 1 1 1 1 1 1 si tarage:;2�OM eI 0.055 I_I_I I_I_I I_I i - 0.05 it I I I I I I I I I I I it I I T I I I T I I 0.045 i 1-1 -1 T T 1-1-1 T T 1 -1 7 T 1 1 1 T T r T T T 1 1-1 -1 T r 1 1 0.04 i -1 + -1-1 + + I- -1 + F- -1 + + 1-1-1 -1 + 1-1 0.035 c _ iI T III �IIII TI i u 0.03 I_I I_I_I _ 1 1 1 1_1_I 1 1 _I 1 1 11_1 1 1 L 1_1 0.025 i I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 0.02 0.015 O0 cfs 0.0 3.00 cfs o. 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2Zype 11 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 45 Summary for Pond 2PB: Infiltration Trench 2B Inflow Area = 10.470 ac, 0.00% Impervious, Inflow Depth = 0.64" for 10 yr 24 hr event Inflow = 4.63 cfs @ 12.26 hrs, Volume= 0.561 of Outflow = 3.06 cfs @ 12.45 hrs, Volume= 0.458 af, Atten= 34%, Lag= 11.7 min Primary = 0.67 cfs @ 12.45 hrs, Volume= 0.373 of Secondary= 2.39 cfs @ 12.45 hrs, Volume= 0.085 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs /6 Peak Elev= 1,221.01'@ 12.45 hrs Surf.Area= 2,993 sf Storage= 4,798 cf Plug-Flow detention time= 135.7 min calculated for 0.458 of(82% of inflow) Center-of-Mass det. time= 51.6 min ( 969.4 - 917.8 ) Volume Invert Avail.Storage Storage Description #1 1,217.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,217.00 2,993 0 0 1,221.00 2,993 11,972 11,972 1,221.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,219.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,219.00'/ 1,217.00' S= 0.0080 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,220.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,221.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,221.00 1,221.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.67 cfs @ 12.45 hrs HW=1,221.01' (Free Discharge) L1=Culvert (Passes 0.67 cfs of 0.68 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.67 cfs @ 3.43 fps) Secondary OutFlow Max=1.59 cfs @ 12.45 hrs HW=1,221.01' (Free Discharge) L3=Custom Weir/Orifice (Weir Controls 1.59 cfs @ 0.29 fps) North Parcel Post Construction Inf. Trenches - 07.22-ype // 24-hr 10 yr 24 hr Rainfall=3.75" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 46 Pond 2PB: Infiltration Trench 2B Hydrograph I_I_I I I I I_I_i i l i I_I_i _I i t I_i_I _i i l i I_I_I I I I I_I_I I 4.63 CfS l l l l l ❑Inflow ❑Outflow In low Area=10.470 ac ❑Primary 5 ❑Secondary ,1 —1-1 —1-1 1 —1 —i 'Peak Elev=1,221 .01' I I I I I I I I I I I I I I I I I I I Storager4,798 cf 4 II t L lI- 3.06Cfs —II fi LII fi L LII t F , i l l l l l l l l l i i I I I I I I I I I I I I I I I I I I I I y 3 1 1 1 A 1 L I ' -1 1 1 I L 1 L L 1 I J I L L I 1 1 L 1 L I— , 2.39 CfS _o 2 , CfS 1 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 47 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1SA:Sub Catchment1A Runoff Area=2.460 ac 0.00% Impervious Runoff Depth=0.73" Flow Length=158' Slope=0.1270 T Tc=5.7 min CN=45 Runoff=2.40 cfs 0.151 of Subcatchment1SB: Sub Catchment 1B Runoff Area=2.720 ac 0.00% Impervious Runoff Depth=1.65" Flow Length=227' Slope=0.0530 '/' Tc=8.9 min CN=58 Runoff=6.82 cfs 0.374 of SubcatchmentISC: Sub Catchment 1C Runoff Area=5.660 ac 0.00% Impervious Runoff Depth=0.80" Flow Length=1,087' Tc=14.6 min CN=46 Runoff=4.03 cfs 0.376 of Subcatchment2SA:Sub Catchment2A Runoff Area=5.300 ac 0.00% Impervious Runoff Depth=0.67" Flow Length=277' Slope=0.1230 '/' Tc=13.1 min CN=44 Runoff=2.99 cfs 0.298 of Subcatchment2SB: Sub Catchment2B Runoff Area=10.470 ac 0.00% Impervious Runoff Depth=1.81" Flow Length=932' Tc=26.4 min CN=60 Runoff=16.50 cfs 1.580 of Subcatchment3S: Sub Catchment3 Runoff Area=4.720 ac 0.00% Impervious Runoff Depth=0.06" Flow Length=611' Tc=10.8 min CN=30 Runoff=0.03 cfs 0.022 of Subcatchment4S: Sub Catchment4 Runoff Area=1.290 ac 0.00% Impervious Runoff Depth=0.35" Flow Length=230' Tc=15.5 min CN=38 Runoff=0.14 cfs 0.038 of Reach 1 RA: Grassed Waterway 1A Avg. Flow Depth=0.07' Max Vet=3.09 fps Inflow=0.12 cfs 0.060 of n=0.022 L=84.0' S=0.1250 '/' Capacity=31.49 cfs Outflow=0.12 cfs 0.060 of Reach 1 RB: Grassed Waterway 1 B Avg. Flow Depth=0.15' Max Vet=5.09 fps Inflow=0.58 cfs 0.232 of n=0.022 L=23.0' S=0.1304 '/' Capacity=32.17 cfs Outflow=0.58 cfs 0.232 of Pond IPA: Infiltration Trench 1A Peak Elev=1,251.58' Storage=4,040 cf Inflow=2.40 cfs 0.151 of Outflow=0.12 cfs 0.060 of Pond 1 PB: Infiltration Trench 1 B Peak EIev=1,240.00' Storage=6,804 cf Inflow=6.82 cfs 0.374 of Primary=0.58 cfs 0.232 of Secondary=0.37 cfs 0.006 of Outflow=0.96 cfs 0.238 of Pond 2PA: Infiltration Trench2A Peak EIev=1,236.74' Storage=4,478 cf Inflow=2.99 cfs 0.298 of Primary=0.46 cfs 0.201 of Secondary=0.00 cfs 0.000 of Outflow=0.46 cfs 0.201 of Pond 2PB: Infiltration Trench2B Peak EIev=1,221.03' Storage=4,827 cf Inflow=16.50 cfs 1.580 of Primary=0.68 cfs 0.618 of Secondary=15.80 cfs 0.847 of Outflow=16.48 cfs 1.464 of Total Runoff Area = 32.620 ac Runoff Volume = 2.838 of Average Runoff Depth = 1.04" 100.00% Pervious = 32.620 ac 0.00% Impervious = 0.000 ac North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment 1SA: Sub Catchment 1A Runoff = 2.40 cfs @ 12.00 hrs, Volume= 0.151 af, Depth= 0.73" Routed to Pond 1PA : Infiltration Trench 1A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 1.560 30 Meadow, non-grazed, HSG A 0.020 76 Gravel roads, HSG A 0.880 71 Meadow, non-grazed, HSG C 2.460 45 Weighted Average 2.460 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.3 100 0.1270 0.31 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 0.4 58 0.1270 2.49 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 5.7 158 Total Subcatchment 1SA: Sub Catchment 1A Hydrograph 2.40 cfs ❑Runoff I I I I I I I I I I I I I I I i i l l l l l l l l l I I I I I I I I I 1 1 I I I I I Type III 124-hr I I I I I " J,or7 2 1 1 1 1 1 Runoff Area$2.460 ac I I I I I I I I I 1 1 1 1 0 gff VIO uInje1L 0.15I I11 1a� w 1 1 1 1 1 1 Runoff Depth=0!7I3'7 v I l l l l l i I I I I I I I I I I I I I I I ' LL 1-rY10p!:0-.''F27O+'P 1 I I I I I I I I I I I I I I I I I I I I I LI I, I I I I I I I I I C NI=45 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 I I I I I I I I I I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 2425 2627 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 1SB: Sub Catchment 1B Runoff = 6.82 cfs @ 12.01 hrs, Volume= 0.374 af, Depth= 1.65" Routed to Pond 1 PB : Infiltration Trench 1 B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 0.870 30 Meadow, non-grazed, HSG A 0.070 76 Gravel roads, HSG A 1.780 71 Meadow, non-grazed, HSG C 2.720 58 Weighted Average 2.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 100 0.0530 0.22 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 127 0.0530 1.61 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 8.9 227 Total Subcatchment 1 SB: Sub Catchment 1 B Hydrograph I I I I I I I I I I I I 6.82 cfs -1 ■Runoff 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type 111124-hr 6 _t t t fi '�0b 1�� 41h1r l2�iO4a I St8�'t 1 1 1 1 1 1 1 1 1 Rulnoff lArea$21.7120 ac 5 1 1 1 1 � �nf��o�ulmeL0.47141a I 1 [1 I"1 1 w 1 1 1 1 1 1 1-Runoff-Depth=IL65'� V 4- 0 'I IQ� "1ghi71 U. I 1— 1—1—1- 1 1 1 I I I 1— 1— 1—1—S1006:4!0530171 � L L���� 2 1 1 1 1 1 1 C N1=58 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 1 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 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 1 SC: Sub Catchment 1 C Runoff = 4.03 cfs @ 12.11 hrs, Volume= 0.376 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 3.660 30 Meadow, non-grazed, HSG A 0.390 76 Gravel roads, HSG A 1.210 71 Meadow, non-grazed, HSG C 0.270 78 Meadow, non-grazed, HSG D 0.130 91 Gravel roads, HSG D 5.660 46 Weighted Average 5.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 100 0.0710 0.25 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.4 154 0.0710 1.87 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 1.1 180 0.1440 2.66 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 4.4 522 0.0800 1.98 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 1.0 131 0.1060 2.28 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 14.6 1,087 Total North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 51 Subcatchment 1 SC: Sub Catchment 1 C Hydrograph 4.03 CfS ■Runoff I I I I + + + I I I I 1 1 1 1 --1 -1 -1 + 4 1 1 1 1 1 1 1 1 1 1 1 Type 111 124-hr 1 Ob y� �41 h1r �2 I�Ifa111J518 •i I I I I I I I I I I I I 1 1 1 1 I L L L L L L 1-2u1noff- reag:5.660-acL . 3 1 1 1 1 1 Oongf ,,Volulmle60.4716 1a� 1 'I I I''1 I I I N 1 1 1 1 1 Runoff Depth=OM't I I I I I I I I I I I I I I I I I I I_ LL 2 1 r�4�^�F�rpl9hi i�, 7L 1 1 1 1 1 TO=0 4.6 fn i n 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 I I I I I I l l l l l l l l l l l l l 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 2627 28 2930 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 2SA: Sub Catchment 2A Runoff = 2.99 cfs @ 12.10 hrs, Volume= 0.298 af, Depth= 0.67" Routed to Pond 2PA : Infiltration Trench 2A Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 2.510 30 Meadow, non-grazed, HSG A 0.990 30 Woods, Good, HSG A 0.050 76 Gravel roads, HSG A 1.330 71 Meadow, non-grazed, HSG C 0.420 70 Woods, Good, HSG C 5.300 44 Weighted Average 5.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.1230 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 1.2 177 0.1230 2.45 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 13.1 277 Total Subcatchment 2SA: Sub Catchment 2A Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I 1 2 99 cfs I I I I I I I I I I I I I I I I I I I I I ❑Runoff 1 7FI-I-1- I T T T T T F F I- I- I-I-1-1 -1 -1 -1 7 -1 T T -1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type III 124-hr 1 1 1 1 1 1 Ob I�� �41I h'rI �2 i� a111J518 '� I I I I I I I I I I I I I I I I I T I 1 1 1 1 1 1}Rulnofif Ar'eea$51.30�8-=1a�0�a,,c I 11 11 11- 01 'l". 1'_111 l o�ul'Me41 - 19 y 2 v Runoff DepthJ 0167'f I I I I I I I I I I I I I I I I I o Flow (engI �h���7' 1 1 I I I I I I Slope=0112301'/� I I I I I I I I I I I I I I I I I I I I C N1=44 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 I I I I I I I I I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2425 2627 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 2SB: Sub Catchment 2B Runoff = 16.50 cfs @ 12.22 hrs, Volume= 1.580 af, Depth= 1.81" Routed to Pond 2PB : Infiltration Trench 2B Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 2.200 30 Meadow, non-grazed, HSG A 0.000 30 Woods, Good, HSG A 0.060 76 Gravel roads, HSG A 1.020 58 Meadow, non-grazed, HSG B 0.850 55 Woods, Good, HSG B 6.130 71 Meadow, non-grazed, HSG C 0.160 70 Woods, Good, HSG C 0.000 78 Meadow, non-grazed, HSG D 0.050 79 Woods, Fair, HSG D 10.470 60 Weighted Average 10.470 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.0 100 0.0500 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 3.1 255 0.0390 1.38 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 2.6 214 0.0370 1.35 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 3.7 363 0.0550 1.64 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 26.4 932 Total North Parcel Post Construction Inf. Trenches - 07.2-ype // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 54 Subcatchment 2SB: Sub Catchment 2B Hydrograph IIIIII _I — — 11 I — L — L I LIIIII 18 L L L 11 1 1 1 1 16.50 cfs I I I I I I I I IL I I I I 1 1 1 I I 1 ■Runoff 16 1 1 1 I I— I_ I_ p -hr I I I — � — — ye ill 4 15 14 13 Ru noff lAlre r`IDAT0 a¢ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 12 1 1 1 1 6 j� 1� 5 10 I I I I — 1 Run�Off l3epfh='r1S1-7 LL s r r I— I— I—TO*15- —Mein ' r IIII —I — rt rt rt rt fi fi fi r r r r III 6 IIII t fi t t III 3 — — — — —I—I—I - 4- � 2 — — — — —I—I—I —I L — — — — —I—I—I —I —I 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27282930313233343536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 3S: Sub Catchment 3 Runoff = 0.03 cfs @ 18.24 hrs, Volume= 0.022 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 4.670 30 Meadow, non-grazed, HSG A 0.050 76 Gravel roads, HSG A 4.720 30 Weighted Average 4.720 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.0600 0.23 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.45" 1.3 186 0.1180 2.40 Shallow Concentrated Flow, SCF Line 1 Short Grass Pasture Kv= 7.0 fps 0.8 120 0.1167 2.39 Shallow Concentrated Flow, SCF Line 2 Short Grass Pasture Kv= 7.0 fps 0.9 126 0.1000 2.21 Shallow Concentrated Flow, SCF Line 3 Short Grass Pasture Kv= 7.0 fps 0.6 79 0.1000 2.21 Shallow Concentrated Flow, SCF Line 4 Short Grass Pasture Kv= 7.0 fps 10.8 611 Total Subcatchment 3S: Sub Catchment 3 Hydrograph IIII-. -I -1 - - - t fi - � I- I- I-i-. -I -1 - rt rt t fi fi � IIIIIII 0.032 I- I-I-1-1 -1 - -444 � � � __ I -I � � � � � � 1 - - - -I-I -I ■Runoff 0.03 cfs 0.03 I I I I I I I I I I I I I 0.028 Tyrpei Hi 2L1�&hr 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.02611 0.024 R� mff Ares-4-720-ac- 1 1 1 1 t t t- t__ 1 1 1-1-1 1 1 0.022 �� 1 1 _4 1 � I- I- I-1-1-1 -I 0.02 04rfklffi Yoloniej 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 w 0.018 R_u noff; Delpth1=0.0�"I I I I I I I I I 0.016 �,I� �" � y � I - - - -I -I -I -0 T I I I I 1 11 T - - -I-I -I T r F I I 11 1 1 1 LL 0.014 0.012 1 1 J j 11 1 1 1 1 1 -A - I 1 1 1 1 1 0.01 - - - - - - - - - - - - - - - - - - - - - - - - - - 0.008 0.006 11-' -I - - 111 -1 -1 - - TT - - I11111 0.004 - I-I- - - - -I-I -I - - - -I-I-I -I 0.002 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 4S: Sub Catchment 4 Runoff = 0.14 cfs @ 12.19 hrs, Volume= 0.038 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.83" Area (ac) CN Description 1.060 30 Meadow, non-grazed, HSG A 0.230 76 Gravel roads, HSG A 1.290 38 Weighted Average 1.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0800 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.45" 0.7 50 0.0570 1.19 Shallow Concentrated Flow, SCF Line 1 Woodland Kv= 5.0 fps 0.7 80 0.1500 1.94 Shallow Concentrated Flow, SCF Line 2 Woodland Kv= 5.0 fps 15.5 230 Total Subcatchment 4S: Sub Catchment 4 Hydrograph I I I I I I I I I I I I I I I I I I I I cfs � � 1- 1- 1-1-1-1 -1 -1 � � rt rt rt r r r 1- 1- ■Runoff 0.15 I- I- I-I- - -I -I 4- 1- 1- 1-1-1-1 -1 -1 -4 4 4 4- 1- 1- 0.14 I_ I_ I_I_I_I _I _I _I - - _ I- L _ I_ I_I_I_I _I _I _I Ikfpe1124�-U1r 0.13 1 1 1 - lalA �I � �J5$ .i- 0.12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �/t 1� 1 1J�7 1 0.11 -1 7 T T T L L I- I- I Runoff Arream1-.290 ac -I-I - -I t t t�^ � I-� 0.1 I 11 1 1-1 -1 -1 1 1 L L L L - - ��°I -1 V. lei 3 Ia - w 0.09 I_ I_ I_I_I_I _I _I _I _ I_ -I-I_I Runoffln w Depthl=0 357 c0.08 I- - - -I-I -I -I - - - -I-I-I - "I'-r �r••I�r••I +- LL 0.07 0.06 - - - - -I -I -I - - - 1 -1 -1A4444- -k1- II- 0.05 IGNr �I 0.04 0.03 1 1 1 1 1 rr � � 1 � � � 7TTrr � � i 0.02 - I- I-I 1- + + I- I- I- 1 - -1 -4 + + + + - I- 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 2930 31 32 3334 3536 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions I Page 57 Summary for Reach 1RA: Grassed Waterway 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.29" for 100 yr 24 hr event Inflow = 0.12 cfs @ 15.82 hrs, Volume= 0.060 of Outflow = 0.12 cfs @ 15.84 hrs, Volume= 0.060 af, Atten= 0%, Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 3.09 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.38 fps, Avg. Travel Time= 0.6 min Peak Storage= 3 cf @ 15.83 hrs Average Depth at Peak Storage= 0.07' , Surface Width= 0.80' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 31.49 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 84.0' Slope= 0.1250 7' Inlet Invert= 1,247.00', Outlet Invert= 1,236.50' Reach 1 RA: Grassed Waterway 1A Hydrograph - I- II_I_I _I I I I I I _ I I I I I I_ _ , II I I I I I I II_,_ ■Inflow 0.13 0.12 cfs -IF I/�I III Outflow 0.12 777T71 1 77T1nffyWArea=;2F.4Niac- ' ^I`AI 0.09 / 1 1 1 1 4 4 4- 1 1 � M-1 "-1 4 r I I I I I I I I I I I I I I I I I I I I I I q=�0221 0.08IIII -I - - III 0.077L8 �'I- 3 ' IIIII I I I I I _ I III I 11 1 1 1 1 1 LL 0.06 - 1�71a71�W I/ 1 0.05 1 I 7 1 1 1 C1i 7-L '� �1 1 0.04 / IIIII --1 -44 � � � � � - - � 0.03 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 0.02 - -i-I -I I I I I rt - - 4- - � ( I I I I I I I I I I I I I I I I I 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 58 Summary for Reach 1 RB: Grassed Waterway 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 1.02" for 100 yr 24 hr event Inflow = 0.58 cfs @ 12.50 hrs, Volume= 0.232 of Outflow = 0.58 cfs @ 12.51 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.4 min Routed to nonexistent node 1 R Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 5.09 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.98 fps, Avg. Travel Time= 0.1 min Peak Storage= 3 cf @ 12.50 hrs Average Depth at Peak Storage= 0.15' , Surface Width= 1.16' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 32.17 cfs 3.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 23.0' Slope= 0.1304 '/' Inlet Invert= 1,235.00', Outlet Invert= 1,232.00' Reach 1 RB: Grassed Waterway 1 B Hydrograph IIIII � rtrtrtrl— - —' rtrtrtfi � � lIII � rtrttfirl �— — � 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 ■Inflow 0.65 0.58 cfs I� I�11 -I I/�I �I ❑Outflow 0.6 II oF Area=Ll.T20l-aCI- � I I I I I I I I IgP 0.5 y L 0.45 / II + + a"-1I� SI 0.4 - - - - -' ll- - - -I ' ll- - - - 0.35III rt rt rt rt rt + III rt rt 0 0.3 _ I_I_I _I111 L 11 L L LI_I_I_I _I LL 0.25 0.2 / I I 0.15 i 0.1II + + + —II + + + — � I I I I I I I I I I I I I I 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 59 Summary for Pond 1 PA: Infiltration Trench 1A Inflow Area = 2.460 ac, 0.00% Impervious, Inflow Depth = 0.73" for 100 yr 24 hr event Inflow = 2.40 cfs @ 12.00 hrs, Volume= 0.151 of Outflow = 0.12 cfs @ 15.82 hrs, Volume= 0.060 af, Atten= 95%, Lag= 229.5 min Primary = 0.12 cfs @ 15.82 hrs, Volume= 0.060 of Routed to Reach 1 RA : Grassed Waterway 1A Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,251.58'@ 15.82 hrs Surf.Area= 2,822 sf Storage= 4,040 cf Plug-Flow detention time=426.0 min calculated for 0.060 of(40% of inflow) Center-of-Mass det. time=240.2 min ( 1,160.1 - 919.9 ) Volume Invert Avail.Storage Storage Description #1 1,248.00' 4,515 cf Custom Stage Data (Prismatic)Listed below(Recalc) 11,288 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,248.00 2,822 0 0 1,252.00 2,822 11,288 11,288 Device Routing Invert Outlet Devices #1 Primary 1,250.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,250.00'/ 1,248.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,251.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 1,251.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,251.80 1,252.00 Width (feet) 704.00 704.00 Primary OutFlow Max=0.11 cfs @ 15.82 hrs HW=1,251.58' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 0.55 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.11 cfs @ 0.92 fps) 3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 60 Pond 1 PA: Infiltration Trench 1A Hydrograph ■Inflow 2.40 cfs ❑Primary 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 1 1 1 1 11 1 Inflow(Area=2.4601aQc 2 /� � 1 tora9e-4, {l I III 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 I I I I I I I N ( I I I I I I I I I I I I I I I I I I I I I I c 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 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 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 I I I I l l l 10.12 cfs 1 1 1 1 1 1 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 61 Summary for Pond 1 PB: Infiltration Trench 1 B Inflow Area = 2.720 ac, 0.00% Impervious, Inflow Depth = 1.65" for 100 yr 24 hr event Inflow = 6.82 cfs @ 12.01 hrs, Volume= 0.374 of Outflow = 0.96 cfs @ 12.48 hrs, Volume= 0.238 af, Atten= 86%, Lag= 27.9 min Primary = 0.58 cfs @ 12.50 hrs, Volume= 0.232 of Routed to Reach 1 RB : Grassed Waterway 1 B Secondary= 0.37 cfs @ 12.48 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,240.00'@ 12.50 hrs Surf.Area= 4,250 sf Storage= 6,804 cf Plug-Flow detention time=231.3 min calculated for 0.237 of(63% of inflow) Center-of-Mass det. time= 104.4 min ( 974.1 - 869.7 ) Volume Invert Avail.Storage Storage Description #1 1,236.00' 7,650 cf Custom Stage Data (Prismatic)Listed below(Recalc) 19,125 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,236.00 4,250 0 0 1,240.00 4,250 17,000 17,000 1,240.50 4,250 2,125 19,125 Device Routing Invert Outlet Devices #1 Primary 1,238.00' 6.0" Round Culvert L= 350.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,238.00'/ 1,236.00' S= 0.00577' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,239.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,240.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,240.00 1,240.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.58 cfs @ 12.50 hrs HW=1,240.00' (Free Discharge) L1=Culvert (Barrel Controls 0.58 cfs @ 2.97 fps) L2=Orifice/Grate (Passes 0.58 cfs of 0.67 cfs potential flow) Secondary OutFlow Max=0.23 cfs @ 12.48 hrs HW=1,240.00' (Free Discharge) L3=Custom Weir/Orifice (Weir Controls 0.23 cfs @ 0.15 fps) North Parcel Post Construction Inf. Trenches - 07.2-ype // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 62 Pond 1 PB: Infiltration Trench 1 B Hydrograph ■Inflow � ■Outflow I ?r� T •�I� IC ■PrimaryIf ■Second Secondary ry_I I_I _ _ _ _ _ _ _ _ ' , ' I I I I I I I I I I I I I I I ���� I�I�"� �11,� I•�•�� I — I 6=V1804 df I I s , I I I I I I I I I I I I I I I I I Stbec,40 I-I I I I I I I I , � I -� - - III � rtfiIII � rt � rIIIrtrt � III � 5 -1-1 -1 4 4 1-1-1 -4- 1-1-1 --1 4 _o _ _ _ - -I 3 , 1 0.96 cfs I I I I I I I I I I I I I I I I I I 1 1 2 11 l 1 1 I I I ' I I I I 0.58 cfs 0.37 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 63 Summary for Pond 2PA: Infiltration Trench 2A Inflow Area = 5.300 ac, 0.00% Impervious, Inflow Depth = 0.67" for 100 yr 24 hr event Inflow = 2.99 cfs @ 12.10 hrs, Volume= 0.298 of Outflow = 0.46 cfs @ 13.28 hrs, Volume= 0.201 af, Atten= 84%, Lag= 70.8 min Primary = 0.46 cfs @ 13.28 hrs, Volume= 0.201 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 1,236.74'@ 13.28 hrs Surf.Area= 2,993 sf Storage= 4,478 cf Plug-Flow detention time=235.1 min calculated for 0.201 of(68% of inflow) Center-of-Mass det. time= 105.5 min ( 1,038.6 - 933.0 ) Volume Invert Avail.Storage Storage Description #1 1,233.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,233.00 2,993 0 0 1,237.00 2,993 11,972 11,972 1,237.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,235.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,235.00'/ 1,233.00' S= 0.0080 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,236.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,237.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,237.00 1,237.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.46 cfs @ 13.28 hrs HW=1,236.74' (Free Discharge) L1=Culvert (Passes 0.46 cfs of 0.66 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.46 cfs @ 2.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,233.00' (Free Discharge) L3=Custom Weir/Orifice ( Controls 0.00 cfs) North Parcel Post Construction Inf. Trenches - 07.2-ype // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 64 Pond 2PA: Infiltration Trench 2A Hydrograph 2.99 cfS I L I J ■Inflow /1 " ■Outflow - Primary I I I I I I I I I I I Il6f QW Ar'�eaT 3 M1� I�C+I 0 Secondary III '�k 3 I I I -,%tb1%0e�;11�47-8-df I I I I I I I I I I I I I I I I I I I I 2 N I I I I I I I I I I I I I I I I _o /I 1 1 1 1 F 1 LL / 1 1 1 1 0.46 cfs 0.46 cfs 1 � 1 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) North Parcel Post Construction Inf. Trenches - 07.2-ype 1124-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCAD® 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 65 Summary for Pond 2PB: Infiltration Trench 213 Inflow Area = 10.470 ac, 0.00% Impervious, Inflow Depth = 1.81" for 100 yr 24 hr event Inflow = 16.50 cfs @ 12.22 hrs, Volume= 1.580 of Outflow = 16.48 cfs @ 12.22 hrs, Volume= 1.464 af, Atten= 0%, Lag= 0.2 min Primary = 0.68 cfs @ 12.22 hrs, Volume= 0.618 of Secondary= 15.80 cfs @ 12.22 hrs, Volume= 0.847 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs /6 Peak Elev= 1,221.03'@ 12.22 hrs Surf.Area= 2,993 sf Storage= 4,827 cf Plug-Flow detention time=58.0 min calculated for 1.464 of(93% of inflow) Center-of-Mass det. time= 18.7 min ( 899.0 - 880.3 ) Volume Invert Avail.Storage Storage Description #1 1,217.00' 5,387 cf Custom Stage Data (Prismatic)Listed below(Recalc) 13,469 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,217.00 2,993 0 0 1,221.00 2,993 11,972 11,972 1,221.50 2,993 1,497 13,469 Device Routing Invert Outlet Devices #1 Primary 1,219.00' 6.0" Round Culvert L= 250.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 1,219.00'/ 1,217.00' S= 0.0080 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.20 sf #2 Device 1 1,220.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,221.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Elev. (feet) 1,221.00 1,221.40 Width (feet) 704.00 704.00 Primary OutFlow Max=0.68 cfs @ 12.22 hrs HW=1,221.03' (Free Discharge) L1=Culvert (Barrel Controls 0.68 cfs @ 3.48 fps) L2=Orifice/Grate (Passes 0.68 cfs of 0.69 cfs potential flow) Secondary OutFlow Max=12.98 cfs @ 12.22 hrs HW=1,221.03' (Free Discharge) L3=Custom Weir/Orifice (Weir Controls 12.98 cfs @ 0.58 fps) North Parcel Post Construction Inf. Trenches - 07.2-ype // 24-hr 100 yr 24 hr Rainfall=5.83" Prepared by PW Grosser Consulting Printed 7/22/2025 HydroCADO 10.20-7a s/n 11158 ©2025 HydroCAD Software Solutions LLC Page 66 Pond 2PB: Infiltration Trench 2B Hydrograph 111 7 1 L 1111 - L 11 - 1 - 1 1 1 - LI11 7 1 L I11 i X I I I � � I I I 16.50 CfS I I � � I 1-1 � 4 1- I I IA -t- �- I I I LInflow w I- -I + 1-1 16.48 CfS I-1-1 7 + I-11-'11 -4 p 1- - n� nI-11-11 18 i t- I-1-1 - -I-I t �Ilpl�r+`*`t rrf4T1 M• t�liT''I dary 17 i ; ' i 11 1 1 t 15.80 cfs t 11 t 11 Pea1c tEC�vl=11�22'1!off 16 i ' i I 7 T t- 1 T -I 17 T t- 1 1 1 T T L T 11 1,�1 � T T 1 , 1 1, 1 15 ' i 1 1 1 7 T T 1 T 1 1 7 T T- 1 T Storage�--4,-827-c 14 i ' i l 1 1 1 1 1 1 1 13 12 H 11 i � ' il 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 10 i ' ' 111 7 L L 1 1_ _1I 7 L L I I 1 L 1 L LIII 7 L L I 1 1 i c 9 ' i ' 111 7 1 L I L -11 7 1 L 1111 1 L L I11 7 1 L 111 8 ' 1-1-1 -4 1- 1 -1-1 7 1-1-1 -4 4 4 1-1-1 7 1-1-1 7 i 6 � i � I-I-I4 + I- I-I-I � + � I-I-I � � L � I-I-I4 + 1-1-1 5 1 1 I -f + LI -1 -1 - + - -I- + + L + 1 1 1 -f + + 1 1 I 4 ' i 1 1 1 t L 1 - - -I- t t L t 1 1 1 1 t t 1 1 1 3 ' cfs 2 i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 40 PAGC CLIENT DRIVEN SOLUTIONS Water Quality and Runoff Reduction Calculations P *R„ *A WQv 12 where: WQv=Water Quality Volume(in acre-feet) P = go%Rainfall Event Number R„= 0.05 + o.009 (I),where I is percent impervious cover A= site area in acres(contributing area) P *R„ *Aic *S RRvmin = 12 where: RRv,..i,, =Minimum runoff reduction volume required from impervious area(acre-feet) R = 0.05 + o.009 (I),where I is t00%impervious Aic =Total area of new impervious cover S = Hydrologic Soil Group(HSG) Specific Reduction Factor(S) Sub-catchment i 0.0 I = * 100 = 0.0% 10.83 R„ = 0.05 + 0.009(0) = 0.05 1.0in* 0.05 * 10.83 ac. WQv = 12 = 0.045 ac.—f t R„ = 0.05 + 0.009(100) = 0.95 1.0in* 0.95 * 0.0 ac.* 0.2 RRvmin = 12 = 0.0 ac.—ft Sub-catchment 1 - Storage Provided WTrench = 4 f t HTrench = 4 f t LTrench = 1415 f t PO"OSityTrench = 0.4 VTrench = (4 f t)(4 f t)(1,415 f t)(0.4) = 9,056 c f = 0.21 ac.—f t P.W.GROSSER CONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 •WWW.PWGROSSER.COM• PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • MONTICELLO • SYRACUSE • SHELTON, CT PAGC CLIENT DRIVEN SOLUTIONS Subcatchment 2 0.01 I = * 100 = 0.06% 15.77 R = 0.05 + 0.009(0.06) = 0.051 1.0in* 0.051 * 15.77 ac. WQV = 12 = 0.066 ac.—f t R = 0.05 + 0.009(100) = 0.95 1.0in* 0.95 * 0.01 ac.* 0.4 RRvmin = 12 = 0.0003 ac.—f t Sub-catchment 2 - Storage Provided WTrench = 6 f t HTrench = 4 f t LTrench = 1,000 f t POYOSityTrench = 0.4 VTrench = (6 ft)(4ft)(1,000 ft)(0.4) = 9,600 cf = 0.22 ac.—ft Subcatchment 3 0.01 I = * 100 = 0.21% 4.72 R = 0.05 + 0.009(0.21) = 0.052 1.0in * 0.052 * 4.72 ac. WQv = 12 = 0.020 ac.—ft R = 0.05 + 0.009(100) = 0.95 1.0in * 0.95 * 0.01 ac.* 0.55 RR V,nin -- 12 = 0.0004 ac.—f t �� STORMWATER POLLUTION PREVENTION PLAN(SWPPP) P.=GRO=SSERONSULTING,INC•P.W.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353 •WWWPWGROSSER.COM• PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • MONTICELLO • SYRACUSE • SHELTON, CT PAGC CLIENT DRIVEN SOLUTIONS Sub-catchment-3 - Storage Provided WTrench = 4 f t HTrench = 4 f t LTrench = 140 f t POrOSitYTrench = 0.4 VTrench = (4 f t)(4 f t)(140 f t)(0.4) = 896 c f = 0.02 ac.—f t Subcatchment 1, 0.0 I = * 100 = 0.0% 1.29 R„ = 0.05 + 0.009(0.0) = 0.05 1.0in* 0.05 * 1.29 ac. WQV 12 = 0.005 ac.—ft R„ = 0.05 + 0.009(100) = 0.95 1.0in* 0.95 * 0.0ac.* 0.2 RR V,nin -- 12 = 0.0 ac.—f t F�DRS2413 . ATER .� �P.W. GROSSER CONSULTING,IW.GROSSER CONSULTING ENGINEER&HYDROGEOLOGIST,PC 631.589.6353•WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • MONTICELLO • SYRACUSE • SHELTON, CT 40PAW CLIENT DRIVEN SOLUTIONS APPENDIX J DRAINAGE LANDSCAPE OPERATION, MAINTENANCE AND MANAGEMENT INSPECTION CHECKLIST �,�TORft�WAT�ER �ON POLLUTINU NENN�PLAN NTIO �GROSS�ERCON�SULTING �HYDR�OGEOLO�GIST,�PC 631.589.6353.WWW.PWGROSSER.COM•PWGC.INFO@a PWGROSSER.COM BOHEMIA • MANHATTAN • SARATOGA SPRINGS • SYRACUSE • SHELTON, CT Drainage Landscape Operation,Maintenance and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 1.Site Condition(Bi-weekly) Routine mowing,vegetation care and upkeep. Trash and sediment removal Minor regrading and soil surface repair 2.Drainage Structure Attention(Monthly) Inspect for ponding,remove sediment and debris 3.Sediment Cleanout(Monthly) No evidence of sedimentation build up Sediment accumulation does not yet require cleanout Comments: Actions to be Taken: