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HomeMy WebLinkAboutproposed Bomber Heights Solar- Sketch Plan 3.3.26 PB Meeting 1 To: Planning Board Members From: Christine Balestra, Senior Planner Date: February 24, 2026 RE: Proposed Bomber Heights Solar Project – Sketch Plan and Lead Agency Declaration Please find attached materials related to the proposed Bomber Heights large-scale ground- mounted community photovoltaic solar energy system project, located on Troy Road in the Low Density Residential Zone/Large-Scale Photovoltaic Solar Energy System Overlay District. The project is scheduled for the March 3, 2026, Planning Board meeting for sketch plan review. The project involves installing a 5MWac single-axis sun tracking solar energy system on a total footprint of approximately 31+/- acres of the 62+/- acre property, along with two inverter/transformer equipment pads, battery energy storage, new overhead utility (NYSEG) poles, eight-foot-tall fencing, stormwater management facilities, access drive, and other site elements. The project is a Type I Action under the State Environmental Quality Review Act (6 NYCRR Part 617). There are no decisions or approvals at the meeting on March 3, other than the Planning Board declaring their intent to be the lead agency in the environmental review of the project. The Board may also provide feedback, comments, and concerns for the applicant team to consider. The application materials include a draft Full EAF Part 1, which will be considered, modified, and completed at the next stage of project review (Planning Board establishing Lead Agency status, considering environmental impacts/SEQR). Property characteristics and history: The existing 62+/- acre parcel on Troy Road is currently maintained as a mix of open fields, meadow, brush, and wooded areas scattered around the property. The majority of the property is gently sloping, with two streams located in the southeast and northeast corners, respectively. There are two overhead NYSEG power lines that bisect the property and run towards the existing NYSEG substation on East King Road to the south. The parcel is bound on the north by vacant land and residences near the intersection of Troy and Coddington Roads, on the east by vacant land and residences along Coddington Road, on the south by the utility’s substation and residences along East King Road, and on the west by Troy Road. This property was the focus of numerous residential development sketch plan reviews between 2004 and 2014, including a 14-lot subdivision in 2004, a 56-lot subdivision in 2005, a 10-lot subdivision in 2006 (all conventional single-family subdivision layouts); and the 130-unit Troy Road Residential Development in 2014 (cluster subdivision with 46 single-family homes, 14 duplexes, and 14 four-unit townhomes). All former residential development proposals for the property were 2 either withdrawn or never advanced past the sketch review stage, due to complications related to the location of powerlines, streams, and availability of other public utilities. However, future residential development may still be possible along the frontage of Troy Road, should the Planning Board approve the proposed solar energy system. Large-Scale Overlay Zone, Town Code §270-219.1 Solar energy systems: In 2023, the Town Board, following a recommendation by the Planning Board, adopted amendments to the Town Code to increase the maximum area for a solar facility footprint from 10 acres to 35 acres, to coincide with the typical footprint for a distributed community solar project (5 MW). The adopted amendments also limited large-scale solar energy systems to precise areas via a Large-Scale Solar Overlay Zone. The Overlay District was based on an evaluation of the factors of town-wide concern such as proximity to electric infrastructure, topography, encumbered or preserved parcels, etc. The parcel containing the proposed Bomber Heights solar project is within one of those precise areas on the Large-Scale Solar Overlay Zone Map (copy attached). Application materials: The applicant’s narrative lists the items that were submitted for an overall Planning Board review of this project. There is a significant amount of material, most of which is beyond the items required by the town’s sketch plan checklist. For the sketch plan review, we’ve included all items listed in the narrative in digital and hardcopy mail outs, except 1.2- Memorandum of Lease, 1.3- Deed, and 14.0-CESIR study. These materials are not required for sketch plan but may be provided at a later stage of review. Please save the paper copies of all mailed materials because they may be needed for the preliminary site plan review stage of the project. There will be a link to the digital materials instead of PDF attachments in the email you receive. Please note: the sample “Draft Permitting Schedule” that was submitted by the applicant reflects a desired project approval timeline that is not accurate for the Town of Ithaca. The following steps reflect a sample Town of Ithaca approval process associated with a large-scale solar project:  Planning Board reviews sketch materials, declares intent to be lead agency in environmental review (March 3, 2026, in this case – all other phases below TBD)  Planning Board establishes Lead Agency status, discusses potential environmental impacts  Planning Board makes SEQR determination (could be same meeting as discussion)  Planning Board holds public hearing, considers Preliminary Site Plan Approval  Project applicant seeks/receives Zoning Board of Appeals variances, if required  Planning Board holds public hearing, considers Final Site Plan Approval Please call me at (607) 273-1721 ext. 121 or email me at cbalestra@townithacany.gov if you have any questions. Att. MEMORANDUM To: Town of Ithaca Planning Board From: The Town of Ithaca Conservation Board - Environmental Review Committee Date: 02/24/2026 RE: Bomber Heights Solar sketch plan review In reviewing the 117 Troy Road Bomber Heights Solar sketch plan review, the Environmental Review Committee appreciated the applicant's plans to preserves substantial natural screening, limit erosion and promote environmental stewardship including considering sheep grazing for vegetation management within the fenced area and habitat restoration or enhancement measures at the conclusion of construction. The applicant acknowledges that future planning processes will include consideration of two endangered species in the area: the Northern Long Eared Bat and the Monarch Butterfly. We look forward to reviewing their specific details. The project should consider which trees serve as roosting sites as during the summer and portions of the fall and spring, northern long-eared bats may be found roosting singly or in colonies underneath bark, in cavities or in crevices of both live trees and snags, or dead trees. The recent Senate Bill S3163 enacting the monarch preservation plan will also influence specific plans for promoting foraging and pollinator habitat. Since the existence of invasive plants will impact the success of habitat restoration or enhancement measures, if it has not been done already, we recommend surveying the project area prior to clearing to identify DEC Prohibited and Regulated Invasive Plants. Take steps to reduce invasive plants presence in work areas. Minimize their further spread by having all vehicles cleaned, especially those running among several job sites. Seeds or other plant parts stuck in soil in tire treads, and other vehicle parts will easily spread invasive plants on site and to other areas. Respectfully submitted Lori Brewer Frank Cantone Eva Hoffmann James Hamilton Pete Loucks Richard Martinez PROPOSED RESOLUTION: Lead Agency – Declaration of Intent Bomber Heights Large-Scale Solar Energy System Tax Parcel No. 49.-1-26.2 Troy Rd, between Coddington Rd & King Rd East Town of Ithaca Planning Board, March 3, 2026 WHEREAS: 1. The Town of Ithaca Planning Board, at its meeting on March 3, 2026, considered a Sketch Plan for the proposed Bomber Heights Solar large-scale ground-mounted community solar photovoltaic system project, located on Troy Road, between Coddington Road and King Road East, in the Low Density Residential Zone and Large-Scale Photovoltaic Solar Energy System Overlay District. The project involves installing a 5MWac single-axis sun tracking solar energy system on a total footprint of approximately 31+/- acres of land, along with two inverter/transformer equipment pads, battery energy storage, new utility (NYSEG) poles, eight-foot-tall fencing, stormwater management facilities, access drive, and other site elements. Troy Heights, LLC, Owner; Nexamp Solar, Applicant; Ryan McCune, Agent; and 2. The proposed project, which requires Site Plan Approval by the Planning Board, is a Type I action pursuant to the State Environmental Quality Review Act, 6 NYCRR Part 617 (617.4 (b)(6)(i)), because the project involves the physical alteration of more than 10 acres; NOW, THEREFORE, BE IT RESOLVED: That the Town of Ithaca Planning Board hereby proposes to establish itself as Lead Agency to coordinate the environmental review of the proposed action, as described above; and BE IT FURTHER RESOLVED: That the Town of Ithaca Planning Board hereby requests the concurrence of all involved agencies on this proposed Lead Agency designation; said concurrence to be received by the Town of Ithaca Planning Department within thirty days from the date of notification to the involved agencies. Moved: Seconded: Vote: ´ Map Produced by Town of Ithaca Plannning Department Large Scale Solar Overlay Zone 10.50.250 Miles Town of Ithaca May 8, 2023 Data Source: Town of Ithaca and Tompkins County Information Technology Services GIS Division City of Ithaca Village of Cayuga Heights Mecklenburg Rd Hayts Rd Trumansburg Rd Elmira Rd Danby Rd Tr o y R d King Rd E Slaterville Rd Dryden Rd Hanshaw Rd Town of DanbyTown of Newfield Town of Ulysses To w n o f E n f i e l d To w n o f D r y d e n Village of LansingTown of Lansing Areas Where Large Scale Solar is Allowed Troy Rd/Bomber Hgts solar project parcel (circled) z Table of Content Project Overview & Narrative Bomber Heights Solar 117 Troy Road| Town of Ithaca, NY Primary Contact: Ryan McCune Nexamp Solar 101 Summer Street, 2nd Fl Boston, MA 02110 RMcCune@nexamp.com 607-592-5648 Bomber Heights Solar – Project Narrative – Town of Ithaca Table of Contents Table of Contents .......................................................................................................................... 2 Project Summary .......................................................................................................................... 3 Project Details ............................................................................................................................... 4 Existing Site Conditions ................................................................................................................ 5 Proposed Array Layout* ................................................................................................................ 6 Existing Conditions ....................................................................................................................... 7 Permitting and Project Design ...................................................................................................... 8 Draft Permitting Schedule ........................................................................................................... 12 Company Overview ..................................................................................................................... 13 Bomber Heights Solar – Project Narrative – Town of Ithaca Project Summary Members of the Town Planning Board, Nexamp is excited to present the Town of Ithaca with its plan for a solar system located on Troy Rd in Ithaca. This Community Solar system will be constructed on a collection of open fields owned by Troy Heights, LLC . As we embark on the application process, Nexamp hopes to learn more about the Town’s desires for ongoing solar development, and ultimately, we are seeking feedback that will help our team adjust our final design as we head into environmental and site plan approval processes. The proposed solar array is a single-axis sun-tracking system, which optimizes system performance by tracking the sun from east to west throughout the day. The Utility-approved system is 5MWac and should occupy less than 30 acres of fenced area each. The proposed project will also include construction of a new gravel access road leading to the proposed solar array area, Single-Axis Tracker solar racking, no more than two inverter/transformer equipment pads, Solar Energy Storage, new overhead utility poles, and an eight-foot fence around the perimeter of each solar array. There will be a moderate amount of site grading, largely as a result of tree clearing and the installation of robust stormwater management systems to limit erosion and runoff. At the conclusion of construction, the soil will be seeded with a locally appropriate seed mix to prevent soil damage and promote deep root growth. Vegetation management within the solar array would be accomplished by mowing and/or sheep grazing within the fenced area. At the end of their lives, the solar arrays will be decommissioned, and the site restored back to the current existing condition, per Town Code requirements. Included in this packet is an overview of the project, including system design, environmental conditions, the estimated permitting process, and a sample construction schedule. Additionally, should the board members or Town employees want to better familiarize themselves with Nexamp and its history, we have provided a brief overview of our company as well. We sincerely thank all members of the board for their consideration, and we hope that this pre- application process sets the groundwork for a productive partnership in the future. Best, Ryan M McCune Bomber Heights Solar – Project Narrative – Town of Ithaca Project Details * Address 117 Troy Rd, Ithaca, NY Panels Silfab 650W Bifacial Panels Tax Parcels 49.-1-26.2 Inverters Solectria String Inverters Zoning District LDR - Solar Overlay Energy Storage 5MW - 20MWh 8 – Tesla MegaPack System Size 5MWac Racking Nevados Total Fenced Acreage ± 31.8- acres Property Setbacks: Front ~400’ Side ~ 75’ Back ~ 84’’ **Racking, battery and panel providers subject to change due to supply chain constraints Bomber Heights Solar – Project Narrative – Town of Ithaca Existing Site Conditions Summary As part of its initial due diligence related to the site, Nexamp has worked with civil and environmental contractors to conduct extensive physical, environmental, and permitting diligence on the site. Pre- Permitting meetings with the Town have informed our current design, and as designed the site in question will not require any environmental permits other than those associated with its SWPPP and eventual SPDES permit application. Phase one environmental studies have found no evidence of Recognized Environmental Conditions (RECs), Historical Recognized Environmental Conditions (HRECs) or Controlled Recognized Environmental Conditions (CRECs) within the fenced area of the site. We anticipate that our project will be declared a Type I action, subject to full SEQR review by the Town of Ithaca Planning Board. Phase I Environmental reports can be shared with the Town upon request. The Phase I study was conducted by our civil engineering partners at LaBella PLLC, and was completed pursuant to ASTM, E1527-13 standards. Tax Parcel Currently, the project is slated for construction on a single parcel; 49.-1-26.2, located in the Town’s Low Density Residential District. Wetlands & Drainage While this site does contain several sections of poorly drained soils, there are no DEC recognized wetlands present on the site. A site jurisdictional determination request was filed, and issued in 2025 which confirms this status. Site analysis shows several non-jurisdictional wetlands on the site. These wetlands are assumed non-jurisdictional due to their lack of continuous surface-level connection to any Navigable Waterway. USACE coordination on the matter is underway. Should USACE assert jurisdiction, an individual permit allowing for disturbance of wetlands over 1 acre would be required, should they not assert jurisdiction no additional permitting is required. Wildlife Preliminary analysis of the NYS Environmental Resource Mapper and NYS EAF Mapper have shown no species of interest, or endangered species within the project area, or area of impact. USFWS has indicated two endangered species in the area: the Monarch Butterfly and the Northern Long Eared Bat. Further coordination with these agencies will be conducted during the SEQR process, it is expected that the project will need to adhere to tree clearing time of year restrictions (Nov-Mar). Archaeological Resources A SHPO No Impact Letter is expected, as previous inquiries for substation and transmission upgrades on the subject parcel have not returned any concerns. Applications were submitted to NYSHPO in late 2025, and are expect to be issued in the first quarter of 2026. Soils The facility does not fall within a recognized agricultural district, and per USDA mapping, no prime soils exist within the proposed project footprint. Bomber Heights Solar – Project Narrative – Town of Ithaca Proposed Array Layout* Bomber Heights Solar – Project Narrative – Town of Ithaca Existing Conditions Bomber Heights Solar – Project Narrative – Town of Ithaca Permitting and Project Design Nexamp has progressed through the design process while consulting the new Solar Code, and thus feels confident that its final project design adheres to all the stipulations codified in the Town’s local Solar law. Nexamp’s system is qualified as a Full-Size Solar system, per the guidelines issued in the latest Town of Ithaca Solar Code. As designed, our project meets all the design, signage and safety standards as outlined in the local law and will be eligible for site plan and special use consideration by the Town Planning Board. Per the town’s Solar Law, we have, or will furnish the following materials to aid with the consideration of our special use permit application. 1.0 – Application (completed online) 1.1 – Owners Authorization 1.2 – Memorandum of Lease 1.3 – Deed 2.0 – Site Plan Designs 2.1 – Three Line Electrical Diagrams 3.0 – FEAF Part 1 4.0 – Wetland Delineation and Report 4.1 NYS DEC Parcel Determination 4.2 USACE – NWP Application (Submission Pending as of 1/23/2026) 5.0 – NYSHPO Documentation (Submission Pending as of 1/23/2026) 6.0 – FAA No Hazard Determination 7.0 – USDA Soil Map 8.0 – Habitat Memoranda (Submission Pending as of 1/23/2026) 9.0 Visual Simulation Memoranda 9.1 – Line of Sight Analysis 9.2 - Glint and Glare Study (Submission Pending as of 1/23/2026) 9.3 – Visual Renderings (Submission Pending as of 1/23/2026) 10.0 SWPPP Report 11.0 Emergency Response Plan (Submission Pending as of 1/23/2026) 11.1 PV ERP (Submission Pending as of 1/23/2026) 11.2 Storage ERP (Submission Pending as of 1/23/2026) 11.3 Fire Chief Correspondence (Submission Pending as of 1/23/2026) 12.0 Decommissioning Plan 13.0 Operations and Maintenance Plan 14.0 CESIR Study Bomber Heights Solar – Project Narrative – Town of Ithaca We expect the Town to designate this project a Type I action under SEQR and encourage the Town Planning Board to take lead agency of the project to retain greater oversight as to the final design and legal conditions attached to the site plan approval for the project. In addition to town approvals, we expect the project to be subject to the following approvals prior to construction. Jurisdiction Approving Party Approval Status Notes Town of Ithaca Planning Board SEQR – Negative Declaration In Process Town of Ithaca Planning Board Preliminary Site Plan Approval In Process Town of Ithaca Planning Board Final Site Plan Approval In Process Tompkins Count Planning Board 239-m To Be Submitted Conditions: - Inclusion of Tompkins County EMR in the ERP - Suggestion to increase the frequency of plowing to storms under 10” Town of Ithaca Code Enforcement Officer Building Permit To Be Submitted New York State NYS DEC SPDES Water Permit To Be Submitted MS4 Approval must be granted by the Town of Ithaca prior to DEC submission New York State NYSDEC Wetland Jurisdictional Determination Approved – No Impact New York State NYSHPO No Impact Letter In Process Federal Government FAA Navigation Impact Designation Approved – No Impact Federal Government USFWS No Impact letter In Process Permitting and Design Compliance Zoning: The proposed site at 117 Troy Road is located within the LDR district, as well as the solar overlay district provided by the Town of Ithaca. The parcel is not part of a required open space area or park-side area. The facility should be designated as a Large-Scale Ground Mounted PV system. It exists entirely on one parcel, and the solar facility footprint does not exceed 35 acres. All project equipment is setback are a minimum of 75ft, access roads occur within this setback to comply with road placement regulations. Standard Requirement Project Compliance Permitted Use Allowed by Special Use Permit Complies – parcel is included in the Town’s Overlay District Lot Coverage Up to 35 acres Complies – Project is less than 35 acres Tree Clearing No more than 20% of 10 acres on the lot, no more than 10% of the balance Total Tree clearing approximately 23 acres. Code Interpretation Required due to unclear language. Bomber Heights Solar – Project Narrative – Town of Ithaca Setbacks 75 ft from property lines and streets Complies – design respects setbacks to all generating equipment Fencing 6 ft wildlife-friendly fence, ≥25 ft setback Complies – wildlife-friendly fencing planned Buffering 50 ft vegetative buffer Complies – landscape buffer provided Height Limit ≤ 20 ft Complies – solar panels < 15 ft Decommissioning Financial assurance for full removal Complies – decommissioning plan will be filed with Site Plan Application Interconnection: This is a 5MWac, 20MWh Energy Storage facility connected via local distribution grid to the South Hill Substation. The facility was approved by NYSEG in April of 2024. The system is planning to Interconnect via utility poles on Troy rd. at a new proposed entrance. Conduit within the system fence, and all conduit heading to the POI will remain underground, buried to NYSDAM and Town of Ithaca standards, to the extent approved by the utility. Transmission crossings will be regulated and permitted by NYSEGs ROW Engineering Team Racking: Racking suppliers are somewhat fluid at this stage, due to the early age of the project and lack of visibility into later-stage availability. Regardless of supplier, the system will be a Single- Portrait single-axis tracker system, mounted to the ground via either steel I beams or ground screws. The overall system height should not be more than 17-18 ft at peak tilt. Panels utilized will be a PV, domestically produced bifacial variety, covered with anti-glare coating to meet the Town of Ithaca’s requirements. Roads: Roads for this project have been located and constructed to preserve safety and comply with the Town’s soil protection requirements. The one deviation is that all roads through the pads will be constructed to 20’ wide to allow for easy passage by first responders. Construction and maintenance access will be conducted via the main access off Troy Road. The road will continue through the facility past the energy storage facilities to the rear fence for fire access as directed by the IFD. Construction and access roads will be built at grade where possible, but several raised areas will occur to preserve existing drainage patters and ensure adequate stormwater protections. A temporary laydown area will be constructed off the Construction and Maintenance access road for storage of all construction material, equipment, and employee parking throughout the systems construction. This laydown area will be removed, excess stone spread, and soil seeded and remediated prior to final completion. Stormwater: All roads will be impervious surfaces treated to NYSDEC standards. A SWPPP and stormwater narrative have been included in our application materials to better outline these features and their respective functionality. Extensive temporary protections will be installed during construction to prevent runoff and soil damage, including ground-level silt controls around all proposed tree clearing, and areas of disturbance. A 5-acre waiver is being sought, so stormwater inspections will take place bi-weekly throughout active construction. DEC reports will be shared with Town engineers at their request. Screening and Vegetation: The project as designed preserves substantial natural screening to the North, West and East. This natural, native screening is going to be preserved to substantially Bomber Heights Solar – Project Narrative – Town of Ithaca screen the project. To augment this natural screening, trees have been proposed along Troy Rd and abutting western property lines to screen landowners to the North/Northwest and East of the proposed array. During and following construction, Nexamp plans to seed the facility with Ernst Buzz and Fuzz, an ASGA-approved grazing and pollinator friendly seed mix that will promote foraging and pollinator habitat in the project area. Fencing: The project was designed with 8’ farm fence throughout the site, satisfying NEC requirements. Posts will be PT wood, save gate entrances which will be standard metal poles for stability. The fence is small-wildlife friendly, made of galvanized steel 2.5” mesh, and will be installed at 3” above grade. Construction Practices: Nexamp; as the developer and contractor for the project will, manage all subcontractors and steer the project with its own Project Management team. Per Town and State Requirements, the project will be constructed under NYSDAM guidelines, dictating soil management and storage in addition to environmental monitoring requirements. The facility does not impact any prime soils, so environmental monitoring will be handled by on-site, Nexamp Project Managers. NYSDEC stormwater requirements and installations will be handled under the SPDES permit to be issued to the company. Operations and Maintenance: Nexamp Asset Management Services, LLC, a subsidiary of Nexamp Inc, will be the long-term asset manager for the system. Nexamp has never sold one of its NYS assets and has only parted with a few of the 160+ Community Solar Systems it has developed and constructed nationwide. As such, we feel confident in the promises made in our Operations and Maintenance Plan, included in our submission. This O&M Plan covers stormwater, vegetative maintenance, Decommissioning: Decommissioning plan with cost certification was submitted that meets town requirements, additional decommissioning agreements can be supplied for consideration by the Town. Bomber Heights Solar – Project Narrative – Town of Ithaca Draft Permitting Schedule The project will proceed through a coordinated local and state permitting process. Locally, approval requires Sketch Plan Review, Zoning Variance Review followed by Site Plan Review and Special Use Permit consideration before the Town of Ithaca Planning Board. It is assumed the zoning board will take jurisdiction over SEQRA, and the planning board will execute all other proceedings. In addition to local approvals, the applicant is pursuing required state and federal permits, which may not be complete at the time of initial filing. Anticipated permits include, US Army Corps Section 404- Nationwide Permit, SHPO consultation, FAA hazard determinations, and endangered species reviews by the appropriate State or Federal agencies. At this time, NYSDEC coordination on wetland jurisdiction has been completed, and no jurisdictional wetlands have been claimed within the development area. Sample Local Permitting Schedule: • November 2025 – Workshop Review - COMPLETED • January 2025 – Initial application submission with sketch plan materials • January 2025 – Application accepted • February 2025 – Sketch Plan Meeting • February 2025 – SEQRA coordinated review initiated; circulation of lead agency notice • March 2025 – Zoning Board workshop review of SEQRA Part 2, Public Hearing Scheduled • April 2026 – SEQR Conclusion, Zoning Variance Decision • May 2026 – Planning Board Review Begins • June 2026 – Planning Board review Cont., Special Permit Public Hearing Scheduled • July 2026 – Public Hearing • August 2026 – Planning Board Review Cont, Conditions codified • September 2026 – Conditional Site Plan & Special Use Approval • October 2026 – Final Site Plan & Special Use Approval Deployment for construction is expected within 6-9 months of project acceptance, subject to equipment availability. Bomber Heights Solar – Project Narrative – Town of Ithaca Company Overview In 2007, U.S. Army veterans Will Thompson and Dan Leary realized a vision for making a range of renewable energy options more affordable and accessible to homeowners and businesses throughout the Commonwealth of Massachusetts. The pair launched NexGen Energy Solutions, a turnkey provider of renewable energy and carbon solutions, in their hometown of North Andover, Massachusetts. NexGen became Nexamp later in 2007. During the early years, Nexamp delivered a variety of energy systems for residential, commercial, municipal and agricultural customers. Energy solutions offered included solar PV, solar thermal, micro- wind, geothermal heating and cooling, and a wide array of energy efficiency services. In 2011, Nexamp shifted its focus fully toward commercial and industrial scale solar facilities, working with businesses, municipalities, and property owners that wanted to realize the various benefits of renewable solar generation. 2015 marked Nexamp’s first community solar project and the beginning of a new chapter for the company. Leveraging its integrated approach of developing, building, owning and operating solar plants, Nexamp turned its focus to community solar, and alongside that the mission of making the benefits of solar power available to everyone—homeowners, renters, non-profits, small businesses, farms and more. Nexamp was named NECEC Clean Energy Company of the Year in 2015 and a Solar Power World Top 3 Commercial Solar Developer in 2017. In 2016, Mitsubishi’s Diamond Generating Corporation made a significant investment in Nexamp, and in 2018 the group made an additional investment that gave it a controlling interest. Serving a rapidly expanding network of individuals, property owners, businesses, and communities that benefit from its nationally distributed portfolio of solar assets, Nexamp is a Massachusetts-based, nationally headquartered solar company that is laying the groundwork for a cleaner, more secure and resilient energy future. Throughout 2022, Nexamp permitted and financed more than 250MWs of community solar projects in 12 states, with more than half of that total capacity occurring in New York State. Our team expects to bring another 250MWs through permitting and financing through 2023, adding to our industry-leading community solar portfolio. Even in uncertain times, our team has considered to set the bar for not only developing sustainable projects but managing them and working with our partner communities to build lasting relationships. Bomber Heights Solar – Project Narrative – Town of Ithaca Company Information Year Founded 2007 Years in Business 19 Ownership Status Privately held, Delaware Corporation Year Established 2007 Other Legal Names of Firm Nexamp Capital, LLC Nexamp Solar, LLC Nexamp Asset Management Services, LLC Parent Company Nexamp, Inc. Federal Tax Identification 261541318 Number of Employees, 473 full-time employees BO M B E R H E I G H T S S O L A R TR O Y R O A D I T H A C A , N Y 1 4 8 5 0 NE X A M P PR O J E C T N O : 2 2 4 0 6 6 5 IS S U E D F O R R E V I E W NO V E M B E R 2 0 2 5 101 SUMMER STREET, 2ND FLOOR BOSTON, MA 02110 PROJECT NO: 2240665 DECEMBER 2025 BOMBER HEIGHTS SOLAR TROY ROAD ITHACA NY 14850 LOCATION MAP N.T.S. BOMBER HEIGHTS SOLAR, LLC 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com PROJECT LOCATION DRAWING INDEX C001 COVER SHEET C002 GENERAL NOTES, LEGEND, AND DRAWING INDEX C100 EXISTING CONDITIONS AND DEMOLITION PLAN C101 EXISTING CONDITIONS AND DEMOLITION PLAN C201 SITE PLAN C202 SITE PLAN C401 GRADING AND EROSION CONTROL PLAN C402 GRADING AND EROSION CONTROL PLAN C403 ROAD PROFILE C404 ROAD PROFILE C501 CONSTRUCTION DETAILS C502 CONSTRUCTION DETAILS C503 CONSTRUCTION DETAILS C001 GENERAL NOTES LEGEND 1.THE CONTRACTOR ALONE SHALL BE RESPONSIBLE TO LOCATE UTILITIES OUTSIDE THE RIGHT-OF-WAY INCLUDING PRIVATE ROADS. 2.SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS, TOOLS AND EQUIPMENT, INCLUDING SPECIAL CUTTING DEVICES, NECESSARY TO PERFORM THE WORK CONTAINED IN THIS CONTRACT. 4.THE SIZES AND MATERIAL OF CONSTRUCTION OF WATER MAINS, SANITARY SEWERS AND STORM SEWERS TO REMAIN ARE REPUTED. THE CONTRACTOR SHALL VERIFY SIZES OF ALL UTILITIES WHERE CONNECTIONS TO SAID EXISTING UTILITIES ARE REQUIRED. EXCAVATION TO VERIFY THESE UTILITIES SHALL BE MADE AT NO ADDITIONAL COST TO THE OWNER. 5.THE CONTRACTOR SHALL PROTECT ALL EXISTING SITE AMENITIES NOT DESIGNATED FOR REMOVAL. 6.UNLESS OTHERWISE INDICATED ON THE PLANS OR DIRECTED BY THE ARCHITECT/ENGINEER, THE CONTRACTOR IS RESPONSIBLE FOR PRESERVING AND PROTECTING FROM DAMAGE ALL TREES, SHRUBS AND PLANTS IN THE VICINITY OF THE PROPOSED WORK. 7.THE CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED TO REMAIN FOR THE DURATION OF THE CONTRACT. 8.ANY SITE AMENITY, UTILITY, STREET APPURTENANCE, OR OTHER ITEM WHICH BECOMES DAMAGED AS A RESULT OF THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR REPLACED IN-KIND BY THE CONTRACTOR AS DETERMINED BY THE PROJECT MANAGER OR ARCHITECT/ENGINEER AND AT NO ADDITIONAL COST TO THE OWNER. 9.APPROVAL BY THE MS4 (TOWN OF ITHACA) IS REQUIRED PRIOR TO NOI AND NOT SUBMISSIONS TO THE DEC. THE TOWN OF ITHACA IS AN "MS4 ADDITIONALLY DESIGNATED AREA''. 1.CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO VERIFY EXISTING CONDITIONS AND DIMENSIONS. 2.PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY DIG SAFE NEW YORK AT 811 TO REQUEST UTILITY STAKEOUT OF ALL PUBLIC UTILITIES. 3.WORK ASSOCIATED WITH THIS CONTRACT WILL OCCUR AT AN ACTIVE AND FUNCTIONAL FACILITY. CONTRACTOR SHALL COORDINATE WITH THE OWNER TO MINIMIZE DISRUPTION TO THE OPERATIONS OF THE FACILITY. CONTRACTOR SHALL BE SOLELY RESPONSIBLE TO PROVIDE A SAFE WORK SITE AND TO PROTECT THE PUBLIC, VISITORS AND EMPLOYEES FROM HARM AS A RESULT OF HIS CONSTRUCTION ACTIVITIES. 4.THE HORIZONTAL AND VERTICAL LOCATION OF ALL EXISTING ABOVE GROUND AND BELOW GROUND UTILITIES, STRUCTURES, AND APPURTENANCES SHOWN ON THE PLANS ARE APPROXIMATE AND ARE NOT GUARANTEED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXACT HORIZONTAL AND VERTICAL LOCATION OF ALL UTILITIES, STRUCTURES, AND APPURTENANCES IN THE PATH OF AND ADJACENT TO THE PROPOSED WORK. 5.SITE DRAINAGE, INCLUDING THE PROJECT SITE AND ADJACENT PRIVATE AND PUBLIC ROADWAYS, DRIVES, PARKING AREAS OR PROPERTIES SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD. 6.CONTRACTOR SHALL PROTECT AND SUPPORT ALL EXISTING UTILITIES DESIGNATED TO REMAIN FOR THE DURATION OF THE CONTRACT. 7.THE CONTRACTOR SHALL NOTIFY THE LOCAL GOVERNMENT, LOCAL FIRE DEPARTMENT AND THE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION (NYSDEC) AS NECESSARY AND SHALL OBTAIN ANY REQUIRED PERMITS PRIOR TO BEGINNING WORK. COPIES OF ANY REQUIRED PERMITS SHALL BE PROVIDED TO THE OWNER PRIOR TO BEGINNING THE WORK. 8.CONTRACTOR SHALL REMOVE FROM SITE, MATERIALS NOT INDICATED TO BE SALVAGED INCLUDING ALL DEBRIS. ALL REMOVED MATERIALS SHALL BECOME THE PROPERTY OF CONTRACTOR WHO SHALL LEGALLY DISPOSE OF SAME. 9.ALL TREES, SHRUBS AND PLANTS DESIGNATED TO REMAIN AND DISTURBED BY CONSTRUCTION OPERATIONS, SHALL BE REPLACED IN-KIND AS DIRECTED BY THE ARCHITECT/ENGINEER AND/OR OWNER'S DESIGNATED REPRESENTATIVE AT NO ADDITIONAL COST TO THE OWNER. 10.THE CONTRACTOR SHALL MAINTAIN SAFE VEHICULAR AND PEDESTRIAN ACCESS TO THE EXISTING BUILDINGS FOR THE DURATION OF THE CONTRACT. 11.WHEN EXISTING CONSTRUCTION WHICH IS TO REMAIN IS DAMAGED DURING THE COURSE OF CONSTRUCTION AS A RESULT OF CONTRACTORS WORK, IT SHALL BE REPAIRED AND/OR REPLACED WITH SIMILAR OR LIKE MATERIALS AS MUCH AS POSSIBLE, AT NO COST TO THE OWNER. ALL REPAIRS AND/OR REPLACEMENTS WILL BE SUBJECT TO OWNERS APPROVAL. 12.COORDINATE LOCATION OF TEMPORARY CONSTRUCTION FENCE AND TEMPORARY STONE STAGING AREA WITH OWNER 1.CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. NO ALLOWANCE WILL BE MADE FOR ADDITIONAL COSTS DUE TO CONTRACTOR'S FAILURE TO VERIFY EXISTING CONDITIONS. 2.THE CONTRACTOR SHALL LOCATE, MARK, SAFEGUARD AND PRESERVE ALL SURVEY MARKERS AND RIGHT-OF-WAY MARKERS IN THE AREA OF CONSTRUCTION. 3.ANY IRON PINS, MONUMENTS OR OTHER ITEMS DEFINING PROPERTY LINES WHICH ARE DISTURBED BY CONSTRUCTION OPERATIONS SHALL BE PROPERLY TIED AND ACCURATELY RESET BY A NYS LICENSED SURVEYOR UPON COMPLETION OF THE WORK. 4.HORIZONTAL DATUM BASED OFF NAD83 (2011) UTILIZING GNSS OBSERVATIONS ON THE NYSDOT RTN NETWORK, GEOID 18. . 5.VERTICAL BASED OFF OF NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88). 6.SURVEY INFORMATION PROVIDED BY LABELLA ASSOCIATES, JULY 2025. 1.CONTRACTOR SHALL COORDINATE ANY STORM SEWER REPLACEMENT WITH THE NYSDOT AND THE TOWN OF ITHACA. 2.CONTRACTOR SHALL COORDINATE INSTALLATION OF ELECTRIC SERVICE LINES WITH NYSEG. 1.THE CONTRACTOR SHALL CONFORM TO THE REQUIREMENTS OF OSHA, AND ANY OTHER AGENCY HAVING JURISDICTION WITH REGARD TO SAFETY PRECAUTIONS WITH TRENCHING OPERATIONS. THE REQUIREMENTS SET FORTH HEREIN ARE INTENDED TO SUPPLEMENT REQUIREMENTS ESTABLISHED BY THESE AGENCIES. IN THE CASE OF A CONFLICT BETWEEN REQUIREMENTS OF OTHER JURISDICTIONAL AGENCIES AND THESE DOCUMENTS, THE MORE STRINGENT REQUIREMENT ON THE CONTRACTOR SHALL APPLY. 2.SHEETING, IF REQUIRED DURING CONSTRUCTION, IS CONSIDERED TO BE PART OF THIS CONTRACT AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER. 3.ALL TRENCHES THROUGH PAVEMENT SHALL BE SAW CUT PRIOR TO EXCAVATION AND AGAIN PRIOR TO PAVEMENT RESTORATION. 4.CONTRACTOR SHALL ADJUST THE RIMS OF ALL MANHOLES, CATCH BASINS, VALVE BOXES AND OTHER UTILITY SITE STRUCTURES TO MEET FINISHED GRADE IN AREAS REQUIRING REPAVING OR REGRADING AS PART OF THE WORK, INCLUDING THOSE THAT MAY NOT BE SHOWN ON THE PLANS. 5.VOIDS LEFT BY UTILITY OR STRUCTURE REMOVAL OR GRUBBING OPERATIONS SHALL BE BACKFILLED AND PROPERLY COMPACTED WITH STRUCTURAL FILL (NYSDOT ITEM 304.12) IN AREAS UNDER AND WITHIN 5 FEET HORIZONTALLY OF ALL STRUCTURES, BUILDINGS AND PAVEMENTS. IN GRASSED AREAS, VOIDS LEFT SHALL BE FILLED AND PROPERLY COMPACTED WITH SUITABLE ON-SITE OR IMPORTED EARTHEN BACKFILL. ALL DISTURBED AREAS SHALL BE RESTORED. 6.THE CONTRACTOR SHALL DEWATER ALL EXCAVATIONS TO PREVENT THE INTRODUCTION OF GROUNDWATER INTO THE TRENCHES/EXCAVATIONS. PROVIDE ALL EQUIPMENT NECESSARY TO MAINTAIN THE GROUNDWATER LEVEL AS NECESSARY. 7.THE CONTRACTOR SHALL PLACE AT MINIMUM 6 INCHES OF CLEANED SCREENED TOPSOIL IN ALL DISTURBED AREAS PRIOR TO SEEDING. 1.ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH NEW YORK STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL, AND LOCAL GOVERNING SOIL AND WATER CONSERVATION AGENCY RECOMMENDATIONS AND STANDARDS. CONTRACTOR SHALL SUBMIT PROPOSED EROSION CONTROL PLAN INCLUDING SEQUENCING OF WORK TO THE ENGINEER FOR REVIEW PRIOR TO START OF WORK. 2.UTILIZE CONSTRUCTION METHODS/TECHNIQUES, WHICH WILL LIMIT THE EXPOSED EARTHEN AREAS AND MINIMIZE THE EFFECT OF EARTH DISTURBANCE ACTIVITIES ON SOIL EROSION. THE AREA OF DISTURBANCE SHALL BE LIMITED TO A MAXIMUM OF 5 ACRES UNLESS OTHERWISE APPROVED BY THE ENGINEER AND THE DEC. 3.ALL SEDIMENTATION BARRIERS AND OTHER TEMPORARY OR PERMANENT MEASURES SHALL BE IN PLACE PRIOR TO THE START OF CONSTRUCTION. PLANS SHOW THE SUGGESTED MINIMUM MEASURES REQUIRED. 4.REMOVAL OF ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE COMPLETED AT THE APPROVAL OF THE OWNER AND ENGINEER. THE COST OF REMOVING THESE MEASURES SHALL ALSO BE INCLUDED IN THE BID PRICE. 5.FOR THE DURATION OF THE PROJECT, THE CONTRACTOR SHALL PROTECT ALL ON-SITE, ADJACENT AND/OR DOWNSTREAM STORM/SANITARY SEWERS, AND/OR OTHER WATER COURSES FROM CONTAMINATION BY WATER BORNE SILTS, SEDIMENTS, FUELS, SOLVENTS, LUBRICANTS OR OTHER POLLUTANTS ORIGINATING FROM ANY WORK DONE ON, OR IN SUPPORT OF THIS PROJECT. 6.DURING CONSTRUCTION NO WET OR FRESH CONCRETE OR LEACHATE SHALL BE ALLOWED TO ESCAPE INTO STORM/SANITARY SEWERS, DITCHES OR OTHER WATERS OF NEW YORK STATE, NOR SHALL WASHINGS FROM CONCRETE TRUCKS, MIXERS OR OTHER DEVICES BE ALLOWED TO ENTER ANY STORM/SANITARY SEWERS, DITCHES, RIVERS, OR WATER COURSES. 7.ALL EXCAVATED OR IMPORTED EARTHEN STOCKPILES SHALL BE SUITABLY STABILIZED AND PROTECTED BY SILT FENCE SO THAT IT CANNOT REASONABLY ENTER ANY WATER BODY, OR STORM OR SANITARY SEWER. 8.ALL METHODS AND EQUIPMENT PROPOSED BY THE CONTRACTOR TO ACCOMPLISH THE WORK FOR EROSION AND POLLUTION CONTROL SHALL BE SUBJECT TO APPROVAL OF THE ENGINEER. 9.THE CONTRACTOR SHALL BE REQUIRED TO TREAT TRAVELED AREAS TO CONTROL DUST. WATER SHALL BE APPLIED TO SUCH TRAVELED AREAS AS THE ARCHITECT/ENGINEER OR OWNER'S DESIGNATED REPRESENTATIVE MAY DESIGNATE. THE NUMBER OF APPLICATIONS AND THE AMOUNT OF WATER SHALL BE BASED UPON FIELD AND WEATHER CONDITIONS. 10.ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT WHICH WILL NOT BE SUBJECT TO FURTHER EARTHWORK OR CONSTRUCTION ACTIVITIES SHALL BE PERMANENTLY SEEDED TO ESTABLISH GRASS, AND MULCHED WITH HAY OR STRAW WITHIN ONE WEEK OF FINAL DISTURBANCE. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE VEGETATIVE COVER IS ESTABLISHED. 11.CONTRACTOR STAGING AREAS AND CONSTRUCTION ENTRANCE LOCATIONS SHALL BE COORDINATED WITH THE OWNER PRIOR TO START OF CONSTRUCTION. STABILIZED CONSTRUCTION ENTRANCE(S), AS SHOWN ON THE PLANS SHALL BE PROVIDED. ALL DISTURBED AREAS SHALL BE RESTORED. 12.ALL CATCH BASINS/DRAINAGE INLETS SHALL HAVE STONED INLET PROTECTION AROUND THEM AND GEOTEXTILE FABRIC OVER THE GRATE TO PREVENT SEDIMENTATION FROM ENTERING THE STORM SYSTEM. 13.TILL ALL COMPACTED SOILS LOCATED IN LAWN AREAS TO RESTORE THE ORIGINAL PROPERTIES OF THE SOIL PRIOR TO SEEDING. 14.THE NYS DEC BLUE BOOK REQUIRES A MULCH APPLICATION RATE OF 2 TONS/ACRE AND A SEED APPLICATION RATE OF 200 LBS/ACRE. 15.IF STRAW MULCH ALONE IS USED FOR WINTER STABILIZATION, THE APPLICATION RATE SHALL BE 4 TONS PER ACRE. OTHER MANUFACTURED MULCHES SHALL BE APPLIED AT DOUBLE THE MANUFACTURER'S RECOMMENDED RATE. 16.WINTER STABILIZATION APPLIES TO ALL CONSTRUCTION ACTIVITIES INVOLVED WITH ONGOING LAND DISTURBANCE AND EXPOSURE BETWEEN NOVEMBER 15TH TO THE FOLLOWING APRIL 1ST. IN AREAS WHERE SOIL DISTURBANCE ACTIVITY HAS TEMPORARILY OR PERMANENTLY CEASED, THE APPLICATION OF SOIL STABILIZATION MEASURES SHOULD BE INITIATED BY THE END OF THE NEXT BUSINESS DAY AND COMPLETED WITHIN THREE BUSINESS DAYS. UTILITY NOTES GRADING NOTES EROSION AND SEDIMENT CONTROL NOTES GENERAL NOTES SURVEY NOTES DEMOLITION NOTES EXISTING PROPOSED DESCRIPTION PROJECT BENCHMARK / CONTROL POINTS UTILITY REMOVAL FENCE REMOVAL SAWCUT TREE PROTECTION OBJECT REMOVAL X X X X WETLAND WETLAND BUFFER OBJECT REMOVAL BORING LOCATIONS TREE/VEGETATION LIMIT CHAIN LINK FENCE BUILDING/STRUCTURE PROPERTY LINE SETBACK LINE EASEMENTS RIGHT-OF-WAY PE ORNAMENTAL FENCE BOARD-ON-BOARD FENCE GUIDE RAIL BLDG ⅊⅊ RETAINING WALL SIGN BOLLARD DECIDUOUS TREE CONIFEROUS TREE FLAG POLE UTILITY POLE WITH LIGHT HYDRANT VALVE CATCH BASIN CLEAN OUT DOWN SPOUTDS INLET MANHOLE END SECTION MANHOLE (SOLID COVER) LIGHT POLE DOUBLE LIGHT POLE TRIPLE LIGHT POLE QUAD CO INLET DRYWELL DRAIN BASIN HANDHOLEHH E UTILITY POLE FLOW ARROW MANHOLE SAMPLING TAP ST UD UD UD STORM LINE WATER LINE OVERHEAD ELECTRIC STORM UNDERDRAIN PIPE UE UE W UNDERGROUND ELECTRIC CATV COMMUNICATIONS CTV CTV G GAS LINE POWER LINEP SIGNAL LINESIG SANITARY LINESA T T TELEPHONE LINE WATER FIRE SERVICE LINEFS SANITARY FORCEMAINFMFM FIBER OPTICSFOFO COMBINED SANITARY AND STORMST-SA FUEL LINES (DIESEL/UNLEADED) MAJOR CONTOUR510 MINOR CONTOUR ℄ OF DRAINAGE SWALE EROSION FENCE SILT SOCK INLET PROTECTION SILT FENCE INLET PROTECTION CHECK DAM 509 FLOW/SLOPE DIRECTION STABILIZED CONSTRUCTION ENTRANCE BIORETENTION OUTLET PROTECTION LIGHT POLE SINGLE BOLLARD LIGHT POLE TREE STUMP OBJECT REMOVAL R.O.W. EXISTING PROPOSED DESCRIPTION 1.WELL COMPACTED SUBGRADE SHALL BE UTILIZED UNDERNEATH CONSTRUCTION OF PAVEMENT AND CONCRETE BASES. 2.ALL STAKEOUT FOR THE PROPOSED SITE IMPROVEMENTS SHALL BE COMPLETED BY A NEW YORK STATE LICENSED LAND SURVEYOR. 3.IF ANY DISCREPANCIES ARE NOTED BETWEEN THESE CONSTRUCTION DOCUMENTS AND INFORMATION PROVIDED OR AN ERROR IS SUSPECT, IT SHALL BE IMMEDIATELY REPORTED TO THE CONSTRUCTION MANAGER AND LABELLA ASSOCIATES PROJECT MANAGER IN WRITING. 4.ANY PROOF-ROLLING OF EXPOSED SUBBASE BY A MINIMUM 10 TON SMOOTH DRUM ROLLER SHALL BE DONE UNDER THE GUIDANCE OF, AND OBSERVED BY, QUALIFIED ENGINEERING PERSONNEL PRIOR TO PLACEMENT OF SUBBASE MATERIAL. THE ROLLER SHOULD BE OPERATED IN THE STATIC MODE AND COMPLETE AT LEAST TWO (2) PASSES OVER THE EXPOSED SUBGRADES. 5.EXISTING WETLANDS DELINEATED BY GZA GEOENVIRONMENTAL, INC. ON 12/21/2023. 6.PARCEL LINES AS SHOWN BY TOMPKINS COUNTY GIS DATABASE, FOR THE TOWN OF ITHACA. SITE NOTES C C D S D Y DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 SCHEDULE OF CONSTRUCTION ACTIVITIES 1.SCHEDULE A PRE-CONSTRUCTION MEETING WITH TOWN OFFICIALS, OWNER, EMERGENCY SERVICES, UTILITY & OTHER AGENCIES IN ATTENDANCE. 2.SUBMIT EROSION CONTROL MEASURES AND SEQUENCING FOR REVIEW AND APPROVAL BY THE QUALIFIED INSPECTOR. 3.STAKEOUT AND FLAG THE LIMITS OF ON-SITE WETLANDS, IF APPLICABLE. 4.INSTALL STABILIZED CONSTRUCTION ENTRANCE. 5.INSTALL PERIMETER SEDIMENT CONTROLS, SUCH AS SEDIMENT COMPOST FILTER SOCK. 6.INSTALL TEMPORARY CONSTRUCTION MEASURE SUCH AS CONSTRUCTION ROAD, LAYDOWN AREA, CONSTRUCTION AREA, DESIGNATED TOPSOIL STOCKPILE AREA, STAGING AREA FENCING, ETC. 7.PROTECT EXISTING VEGETATION AND OTHER ENVIRONMENTAL FEATURES TO BE PRESERVED WITH ORANGE CONSTRUCTION FENCE OR TREE PROTECTION. 8.CLEAR AND GRUB BRUSH, SHRUBS, AND OTHER DEBRIS WITHIN DESIGNATED AREAS. 9.INSPECT, CLEAN, AND MAINTAIN EROSION CONTROL MEASURES AS NECESSARY AND AS ORDERED BY THE QUALIFIED INSPECTOR. SWEEP PUBLIC OR PRIVATE ROADWAYS, DRIVES AND PARKING AREAS AS NECESSARY TO MAINTAIN CLEAN FROM DEBRIS. RELOCATED AND RESET EROSION CONTROL MEASURES AND CONSTRUCTION FENCING AS REQUIRED TO COMPLETE WORK. ALL APPROPRIATE EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN PLACE AND FUNCTIONAL BEFORE COMMENCEMENT OF CONSTRUCTION OF ANY SEGMENT OF THE PROJECT THAT REQUIRES SUCH MEASURES. 10.STABILIZE DISTURBED AREAS AND STOCKPILES WITHIN 7 DAYS OF LAST CONSTRUCTION ACTIVITY IN EACH AREA. (7 DAYS IF GREATER THAN 5 ACRES DISTURBED). 11.INSTALL UTILITIES. EXCESS MATERIALS NOT BACKFILLED IN UTILITY TRENCHES SHALL BE REMOVED FROM THE SITE OR SPOILED IN AREAS APPROVED BY THE OWNER. EROSION CONTROL MEASURES ARE NOT REQUIRED AROUND SOILS (EARTHEN MATERIALS) EXCAVATED, SIDE CAST AND BACKFILLED INTO THE TRENCH WITHIN THE SAME DAY. 12.DEWATER EXCAVATIONS AS NECESSARY. PUMPED WATER SHALL BE TREATED TO REMOVE SEDIMENT PRIOR TO DISCHARGE. 13.RESTORE TO EXISTING GRADE AS TRENCH BACKFILLING PROGRESSING. MAINTAIN PROPER SITE DRAINAGE TO PROTECT WORK AREA, ADJACENT PROPERTIES, SWALES, AND OTHER WATERCOURSES. 14.BOX OUT AREAS FOR EQUIPMENT PADS. AS UTILITY REPLACEMENTS ARE COMPLETE, PREPARE THE SUBGRADE AS REQUIRED. 15.INSTALL CONCRETE WASHOUT AREA. NO WET OR FRESH CONCRETE, WASHINGS FROM CONCRETE TRUCKS, MIXERS, OR OTHER DEVICES, OR CONCRETE LEACHATE SHALL BE ALLOWED TO ESCAPE INTO ANY WETLANDS OR WATERS. 16.INSTALL CONCRETE ELECTRICAL EQUIPMENT PADS AND THE APPROPRIATE STORMWATER MANAGEMENT FACILITIES. 17.IMPLEMENT PERMANENT EROSION AND SEDIMENT CONTROL ITEMS. 18.COMPLETE GRADING IF REQUIRED, REAPPLY TOPSOIL, INSTALL PERMANENT SEEDING, FERTILIZER, AND MULCH. 19.CAPTURE, REMOVE, AND DISPOSE OF ACCUMULATED SILT OR SEDIMENT FROM SILT FENCE, CHECK DAMS, INLET PROTECTION, AND SEDIMENT BASINS. 20.CLEAN THE SITE OF ALL INCIDENTAL CONSTRUCTION MATERIALS THAT ARE NOT INCORPORATED INTO THE WORK, AND PROPERLY DISPOSE OFFSITE. 21.SEED, MULCH, AND FERTILIZE TO ESTABLISH VEGETATION AT DISTURBED AREAS NOT DESIGNATED FOR PAVEMENT OR OTHER SURFACES. WHERE SEED DOES NOT GERMINATE OR WHERE WASHOUT, EROSION, RUTTING, OR OTHER DAMAGE OCCURS, REPAIR DAMAGE, RE-SEED AND RE-FERTILIZE AS NECESSARY TO ACHIEVE 80% GERMINATION OVER 100% OF THE SITE. 22.REMOVE ALL TEMPORARY EROSION CONTROL PRACTICES UPON APPROVAL OF FINAL STABILIZATION BY THE QUALIFIED INSPECTOR. DRAWING INDEX C001 COVER SHEET C002 GENERAL NOTES, LEGEND, AND DRAWING INDEX C100 EXISTING CONDITIONS AND DEMOLITION PLAN C101 EXISTING CONDITIONS AND DEMOLITION PLAN C201 SITE PLAN C202 SITE PLAN C401 GRADING AND EROSION CONTROL PLAN C402 GRADING AND EROSION CONTROL PLAN C403 ROAD PROFILE C404 ROAD PROFILE C405 UTILITY SITE PLAN C501 CONSTRUCTION DETAILS C502 CONSTRUCTION DETAILS C503 CONSTRUCTION DETAILS NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 NOW OR FORMERLY THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 NOW OR FORMERLY THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE SOIL DISTURBANCE ACTIVITIES WITHIN WETLANDS TO BE PILE DRIVEN POSTS ONLY. NO DIGGING OR TRENCHING IS PERMITTED WITHIN THE WETLANDS. EXISTING WETLAND 84,639 SF ±1.943 AC EXISTING WETLAND 214,520 SF ±4.924 AC EXISTING WETLAND 882 SF ±0.020 AC 35' STREAM SETBACK DEC STREAM 35' STREAM SETBACK LOD LOD LOD LOD LOD LO D LOD LOD LOD LOD LOD LOD LOD LO D LO D LO D LO D LO D LO D LO D LOD LOD LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LO D LO D LOD LOD LO D LOD LOD LOD DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C100 EXISTING CONDITIONS AND DEMOLITION PLAN C100 1 EXISTING CONDITIONS AND DEMOLITION PLAN SCALE: 1" = 80' N 0'80'160'240' LEGEND EXISTING DESCRIPTION UTILITY POLE OVERHEAD ELECTRIC UNDERGROUND ELECTRIC TREE/VEGETATION LIMIT FENCE PROPERTY LINE SETBACK LINE RIGHT-OF-WAY ⅊ WETLAND WETLAND BUFFER TREE STORM LINE TREE CLEARING WITH STUMP REMOVAL DEMOLITION DATA APPLICANT NEXAMP PARCEL AREA ±61.98 ACRES TREE CLEARING AND GRUBBING ±27.5 ACRES HAND CLEARING WITHOUT GRUBBING AND STUMP REMOVAL MATCHLINE SEE SHEET C101 NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE SOIL DISTURBANCE ACTIVITIES WITHIN WETLANDS TO BE PILE DRIVEN POSTS ONLY. NO DIGGING OR TRENCHING IS PERMITTED WITHIN THE WETLANDS. 35' STREAM SETBACK LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C101 EXISTING CONDITIONS AND DEMOLITION PLAN C101 1 EXISTING CONDITIONS AND DEMOLITION PLAN SCALE: 1" = 80' N 0'80'160'240' LEGEND EXISTING DESCRIPTION UTILITY POLE OVERHEAD ELECTRIC UNDERGROUND ELECTRIC TREE/VEGETATION LIMIT FENCE PROPERTY LINE SETBACK LINE RIGHT-OF-WAY ⅊ WETLAND WETLAND BUFFER TREE STORM LINE TREE CLEARING WITH STUMP REMOVAL DEMOLITION DATA APPLICANT NEXAMP PARCEL AREA ±61.98 ACRES TREE CLEARING AND GRUBBING ±27.5 ACRES HAND CLEARING WITHOUT GRUBBING AND STUMP REMOVAL MATCHLINE SEE SHEET C100 NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 NOW OR FORMERLY THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE E E E E E E E E E E E E E E E E E E E E E END SECTION END SECTION END SECTION END SECTION END SECTION 2' x 2' INLET END SECTION 2' x 2' INLET END SECTION 8.09 8.09 400.68 88 . 4 1 80.6 5 75' FRONT YARD SETBACK 75' S I D E Y A R D SETB A C K 8.09 8.09 404.64 TR O Y R O A D END SECTION END SECTION 60PROPOSED CHECK DAM 8.09 X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 75 ' R E A R Y A R D SE T B A C K 75' S I D E Y A R D SET B A C K 75' S I D E Y A R D SETB A C K 2' x 2' INLET PROPOSED UTILITY POINT OF INTERCONNECTION (POI) - FEEDER NO: 4302204, IX VOLTAGE 12.47KV 25,000 SQ.FT LAYDOWN AREA CAMERA 8' TALL AGRICULTURAL FENCE 4' PERSONNEL GATE 24' VEHICLE GATE 24' VEHICLE GATE ENERGY STORAGE SYSTEM EQUIPMENT PAD (INVERTER AND TRANSFORMER LOCATION) TRANSFORMER FOR ENERGY STORAGE SYSTEM EQUIPMENT PAD (INVERTER LOCATION) EXISTING OVERHEAD MV LINE MISC. ANCILLARY RACKING (TRACKER POWER) 4' PERSONNEL GATE UTILITY RECLOSER PAD (U1) CUSTOMER ENCLOSURE FOR UTILITY METER - PCC (C2) CUSTOMER FEDERAL PACIFIC 3IN1 PAD(C1) 8' TALL AGRICULTURAL FENCE SERVICE STAGING AREA TREE FALL ZONE PROPOSED 20' ACCESS ROAD 24/7 ACCESS PROPOSED 20' ACCESS ROAD UNDERGROUND MV LINE 100' OFFSET FROM EXISTING OVERHEAD MV LINE 4' PERSONNEL GATE 4' PERSONNEL GATE 24' VEHICLE GATE SECTIONALIZING CABINET PROTECTED BY BOLLARDS 4' PERSONNEL GATE PROPOSED FOREBAY PROPOSED DETENTION POND PROPOSED BIORETENTION PROPOSED 3' X 6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) NEW SOLAR PV ARRAY NEW SOLAR PV ARRAY PROPOSED GRASS FILTER STRIP PROPOSED 3' X 6' LEVEL SPREADERS (TYP) PROPOSED 20' ACCESS ROAD (TYP.) PROPOSED 3' X 6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) PROPOSED 3' X 6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) NEW SOLAR PV ARRAY DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C201 SITE PLAN C201 1 SITE PLAN SCALE: 1" = 80' N 0'80'160'240' PROJECT DATA PARCEL INFORMATION APPLICANT NEXAMP OWNER BOMBER HEIGHTS, LLC PARCEL ADDRESS 117 TROY ROAD, TOWN OF ITHACA, TOMPKINS COUNTY, NY 14850 TAX NUMBER 49-1-26.2 SYSTEM SIZE 4.5 MW AC PARCEL AREA (TOTAL)61.98 ACRES TOTAL PROJECT AREA 30.00 ACRES PROPOSED IMPERVIOUS WITHIN PROJECT AREA 1.27 ACRES PANEL COVERAGE 18.33 ACRES TOTAL DISTURBANCE AREA ±46.4 ACRES WOODED DISTURBANCE ±27.5 ACRES ZONING INFORMATION REQUIRED PROPOSED CLASSIFICATION: PARCEL WITHIN SOLAR OVERLAY LDR- LOW DENSITY RESIDENTIAL LDR- LOW DENSITY RESIDENTIAL FRONT SETBACK ≥75 FT ±400.71 FT SIDE SETBACK ≥75 FT ±76.62 FT REAR SETBACK ≥75 FT ±83.89 FT MAXIMUM HEIGHT 20 FT 20 FT MATCHLINE SEE SHEET C202 NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE END SECTION 19 7 . 9 75 ' S I D E Y A R D SE T B A C K 8.09 X X X X X XX X X X X X X X X X X X X XX X X X X EXISTING OVERHEAD MV LINE EXISTING OVERHEAD MV LINE 35' SETBACK FOR DEC STREAM 4' PERSONNEL GATE 4' PERSONNEL GATE 1.35 ACRES OF SPACE ALLOCATED FOR 137423 - SOUTH HILL STANDALONE STORAGE 100' OFFSET FROM EXISTING OVERHEAD MV LINE 4' PERSONNEL GATE PROPOSED GRASS FILTER STRIP 8' TALL AGRICULTURAL FENCE 8' TALL AGRICULTURAL FENCE NEW SOLAR PV ARRAY PROPOSED 20' ACCESS ROAD PROPOSED 3' X 6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C202 SITE PLAN C202 1 SITE PLAN SCALE: 1" = 80' N 0'80'160'240' MATCHLINE SEE SHEET C201 0+00 1+00 2+00 3+003+12 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+ 0 0 11+ 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17+ 0 0 VEGETATED FILTER STRIP (TYP.) PROPOSED DRY SWALE PROPOSED DRY SWALE PROPOSED DRY SWALE PROPOSED BIO RETENTION FACILITY FILTER MEDIA AREA = 1,800 SF PROPOSED SEDIMENT FOREBAY PROPOSED BIO RETENTION FACILITY FILTER MEDIA AREA = 5,100 SF PROPOSED SEDIMENT FOREBAY PROPOSED 12" END SECTION INV. = 1002.00 PROPOSED WEIR INV. = 1004.00 PROPOSED 35' - 12" HDPE @ 1.43% PROPOSED OUTLET CONTROL STRUCTURE TOP OF POND = 1005.00 RIM = 1004.00 INV. OUT = 1002.50 1023 100 5 100 3 100 2 1037 1033 10 3 2 104 7 104 3 10 1 0 10 1 4 10 1 3 10 1 5 101 6 102 5 102 3 PROPOSED 3'X6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) PROPOSED 3'X6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) PROPOSED 3'X6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) 1035 SOME LOCALIZED GRADING MAY BE REQUIRED UNDER THE PROPOSED ARRAY E E E E E E E E E E E E E E E E E E E E E END SECTION INV.= 1021.00 END SECTION INV.= 1021.00 ST END SECTION INV.= 1046.00 END SECTION INV.= 1041.50 END SECTION INV.= 1002.00 2' x 2' INLET TOP = 1004.00 INV.= 1002.50 END SECTION INV.= 1013.50 2' x 2' INLET TOP = 1013.60 INV.= 1002.10 END SECTION INV.= 1009.00 END SECTION INV.= 1017.00 END SECTION INV.= 1017.00 ST ST ST ST ST ST ST ST ST ST PROPOSED CHECK DAM X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 2' x 2' INLET TOP = 1018.90 INV.= 1014.40 LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LO D LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LODLODLOD LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LOD LOD LOD LO D LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LO D LOD LO D LO D LOD LOD LO D LOD LOD LOD LO D LO D LOD LOD LOD LOD LOD LOD INSTALL AND MAINTAIN CONCRETE WASHOUT TEMPORARY TOPSOIL STOCKPILE AREA (TYP.) PROPOSED SILT SOCKS (TYP.) PROPOSED SILT SOCKS (TYP.) STABILIZED CONSTRUCTION ENTRANCE NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 NOW OR FORMERLY THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE C401 GRADING & EROSION CONTROL PLAN N 0'80'160'240' DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 MATCHLINE SEE SHEET C402 C401 1 GRADING & EROSION CONTROL PLAN SCALE: 1" = 80' 16 + 0 0 17+ 0 0 18+ 0 0 18+ 7 1 VEGETATED FILTER STRIP (TYP.) 104 7 104 3 1045 1047 PROPOSED 3'X6' LEVEL SPREADERS SPACING BASED ON SLOPES AND MINOR ADJUSTMENTS MAY BE MADE TO AVOID CONFLICT WITH PILES (TYP) END SECTION INV.= 1046.00 X X X X X XX X X X X X X X X X X X X XX X X X X LO D LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD PROPOSED SILT SOCKS (TYP.) NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE C402 GRADING & EROSION CONTROL PLAN N 0'80'160'240' DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 MATCHLINE SEE SHEET C401 C402 1 GRADING & EROSION CONTROL PLAN SCALE: 1" = 80' 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 03+ 1 2 0+0 0 1+0 0 2+0 0 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+ 0 0 16+0 0 17+00 18+00 18+71 VEG E T A T E D F I L T E R STR I P ( T Y P . ) PRO P O S E D DRY S W A L E PRO P O S E D DRY S W A L E PRO P O S E D DRY S W A L E PRO P O S E D B I O R E T E N T I O N F A C I L I T Y FILT E R M E D I A A R E A = 1 , 8 0 0 S F PRO P O S E D SED I M E N T FOR E B A Y 1023 1037 103 3 1032 1047 1043 1045 1047 1010 1014 1013 1015 1016 1025 1023 1035 E E E E E E E E E E E E E E E E E E E E E END S E C T I O N INV . = 1 0 2 1 . 0 0 END S E C T I O N INV . = 1 0 2 1 . 0 0 END S E C T I O N INV . = 1 0 4 6 . 0 0 END S E C T I O N INV . = 1 0 4 1 . 5 0 2' x 2 ' I N L E T TOP = 1 0 1 3 . 6 0 INV . = 1 0 0 2 . 1 0 END S E C T I O N INV . = 1 0 0 9 . 0 0 END S E C T I O N INV . = 1 0 1 7 . 0 0 END S E C T I O N INV . = 1 0 1 7 . 0 0 ST ST ST ST ST ST ST ST ST ST PRO P O S E D C H E C K D A M X X X X X X X X X X X X X X X X X X X X X X X XXXXXXX X X X X X X X XXXXXXX X LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LODLODLODLODLODLODLODLODLODLODLOD LOD LOD LOD LOD LOD LOD LOD LOD LODLODLODLODLODLODLODLODLOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD INS T A L L A N D MAI N T A I N C O N C R E T E WAS H O U T TEM P O R A R Y T O P S O I L STO C K P I L E A R E A (TY P . ) PRO P O S E D S I L T SO C K S ( T Y P . ) STA B I L I Z E D C O N S T R U C T I O N E N T R A N C E PAR T N E R S H I P , B Y B R U C E P A R K E R NOW O R F O R M E R L Y TRO Y H E I G H T S , L L C TAX A C C T : 4 9 - 1 - 2 6 . 2 NOW O R F O R M E R L Y ELS I E C R A W L I N S TAX A C C T : 4 9 - 1 - 2 6 . 1 NOW O R F O R M E R L Y JEF F R E Y L A C O V E L L I AND S A L L Y L A C O V E L L I TAX A C C T : 4 4 - 1 - 5 . 2 NOW O R F O R M E R L Y CHE R Y L A W E L S H A N D MAR K W E L S H TAX A C C T : 4 4 - 1 - 5 . 3 NOW O R F O R M E R L Y JOH N W W H I T E TAX A C C T : 4 4 - 1 - 4 . 5 8 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE 1000 1010 1020 1030 1040 1050 1060 1070 1080 1000 1010 1020 1030 1040 1050 1060 1070 1080 -0+50 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 19+50 -2.00%4.00% -0.62% 4.00% 1.00% 5.00% 1.00% 3.00% 0.50% GR A D E B R E A K S T A = 0 + 1 0 . 0 0 EL E V = 1 0 2 4 . 4 0 GR A D E B R E A K S T A = 1 8 + 7 1 . 3 1 EL E V = 1 0 4 9 . 0 4 PVI STA:3+95.09 PVI ELEV:1016.70 K:33.33 LVC:200.00 BV C S : 2 + 9 5 . 0 9 BV C E : 1 0 1 8 . 7 0 EV C S : 4 + 9 5 . 0 9 EV C E : 1 0 2 0 . 7 0 LP STA:3+61.76 LP ELEV:1018.03 PVC PVT PVI STA:7+72.58 PVI ELEV:1024.98 K:66.97 LVC:75.00 BV C S : 7 + 3 5 . 0 8 BV C E : 1 0 2 5 . 2 1 EV C S : 8 + 1 0 . 0 8 EV C E : 1 0 2 5 . 1 7 LP STA:7+76.59 LP ELEV:1025.09 PVC PVT PVI STA:10+36.72 PVI ELEV:1026.30 K:28.57 LVC:100.00 BV C S : 9 + 8 6 . 7 2 BV C E : 1 0 2 6 . 0 5 EV C S : 1 0 + 8 6 . 7 2 EV C E : 1 0 2 8 . 3 0 PVC PVT PVI STA:14+39.70 PVI ELEV:1034.88 K:50.00 LVC:200.00 BV C S : 1 3 + 3 9 . 7 0 BV C E : 1 0 3 3 . 8 8 EV C S : 1 5 + 3 9 . 7 0 EV C E : 1 0 3 9 . 8 8 PVC PVT PVI STA:17+76.55 PVI ELEV:1046.20 K:25.00 LVC:50.00 BV C S : 1 7 + 5 1 . 5 5 BV C E : 1 0 4 5 . 9 5 EV C S : 1 8 + 0 1 . 5 5 EV C E : 1 0 4 6 . 9 5 PVC PVT PVI STA:6+25.00 PVI ELEV:1025.90 K:16.23 LVC:75.00 BV C S : 5 + 8 7 . 5 0 BV C E : 1 0 2 4 . 4 0 EV C S : 6 + 6 2 . 5 0 EV C E : 1 0 2 5 . 6 6 HP STA:6+52.44 HP ELEV:1025.69 PVC PVT PVI STA:11+88.18 PVI ELEV:1032.36 K:33.33 LVC:100.00 BV C S : 1 1 + 3 8 . 1 8 BV C E : 1 0 3 0 . 3 6 EV C S : 1 2 + 3 8 . 1 8 EV C E : 1 0 3 2 . 8 6 PVC PVT PVI STA:16+38.65 PVI ELEV:1044.82 K:25.00 LVC:100.00 BV C S : 1 5 + 8 8 . 6 5 BV C E : 1 0 4 2 . 3 2 EV C S : 1 6 + 8 8 . 6 5 EV C E : 1 0 4 5 . 3 2 PVC PVT -2.00% 1.00% 0.50% -2.00% 1.00% 0.50% 12 + 2 6 . 4 0 = C L I N T X AC C E S S S T U B S T A . = 0 + 0 0 . 0 0 PROPOSED GRADE @ CL EXISTING GRADE @ CL 6+ 3 6 . 3 3 = 4 8 " S I C P P IN V . = 1 0 2 0 . 1 6 @ C L 8+ 1 1 . 2 6 = 4 8 " S I C P P IN V . = 1 0 2 0 . 0 0 @ C L 1.39' COVER 1.17' COVER 0+ 1 0 . 0 0 = B E G I N A C C E S S R O A D EL E V . = 1 0 2 4 . 4 0 0+ 0 0 . 0 0 = C L I N T X . T R O Y R O A D EL E V . = 1 0 2 5 . 0 6 C403 ROAD PROFILE C403 2 ACCESS ROAD PROFILE SCALE: HORIZ: 1" = 80' VERT: 1" = 8' 0'80'160'240' DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C403 1 ACCESS ROAD PROFILE SCALE: 1''=80' 0'80'160'240'N 0+00 1+00 2+00 3+003+12 10+ 0 0 11+ 0 0 12 + 0 0 13 + 0 0 PROPOSED DRY SWALE PROPOSED BIO RETENTION FACILITY FILTER MEDIA AREA = 5,100 SF PROPOSED SEDIMENT FOREBAY INV. = 1004.00 1023 1037 1033 10 3 2 1035 E E E E E E E E E ST END SECTION INV.= 1013.50 ST ST ST PROPOSED CHECK DAM X X X X X X X X X X X X 2' x 2' INLET TOP = 1018.90 INV.= 1014.40 LOD LOD LOD LOD LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD INSTALL AND MAINTAIN CONCRETE WASHOUT NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 OE OE OE OE OE OE OE OE OE 1000 1010 1020 1030 1040 1050 1060 1000 1010 1020 1030 1040 1050 1060 -0+50 0+00 1+00 2+00 3+00 4+00 4+50 2.00% -8.0 0 % GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 1 0 3 2 . 5 1 GR A D E B R E A K S T A = 3 + 1 1 . 5 4 EL E V = 1 0 2 3 . 4 4 PVI STA:1+58.53 PVI ELEV:1035.68 K:20.00 LVC:200.00 BV C S : 0 + 5 8 . 5 3 BV C E : 1 0 3 3 . 6 8 EV C S : 2 + 5 8 . 5 3 EV C E : 1 0 2 7 . 6 8 HP STA:0+98.53 HP ELEV:1034.08 PVC PVT 0'80'160'240' DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 C404 ROAD PROFILEC404 2 ACCESS ROAD PROFILE SCALE: HORIZ: 1" = 80' VERT: 1" = 8' C404 1 ACCESS ROAD PROFILE SCALE: 1''=80' 0'80'160'240' N 2' 3 3 / 4 " 1' - 4 " TREE/VEGETATION PROTECTION BARRIER N.T.S.C-501 4 2' 4' 3' 5' CONSTRUCTION ZONE 10' MAX. 2' 4' SIGN TREE / VEGETATION PROTECTION BARRIER SILT FENCE EXISTING GRADE PROPOSED TOE OF SLOPE WARNING SIGN WOOD OR STEEL POST (TYP.) MIN. LENGTH 6' BARRIER FENCE (ORANGE SNOW FENCE) EXISTING GRADE WARNING SIGNELEVATION SECTION FLOW PROTECTED AREA CONCRETE WASHOUT AREA WITH STRAW BALES N.T.S.C501 6 BB NOTE: 1.CAN BE TWO STACKED BALES OR PARTIALLY EXCAVATED TO REACH 3 FT DEPTH CONSTRUCTION SPECIFICATIONS 1.LOCATE WASHOUT STRUCTURE A MINIMUM OF 100 FEET AWAY FROM OPEN CHANNELS, STORM DRAIN INLETS, SENSITIVE AREAS, WETLANDS, BUFFERS AND WATER COURSES AND AWAY FROM CONSTRUCTION TRAFFIC. 2.SIZE WASHOUT STRUCTURE FOR VOLUME NECESSARY TO CONTAIN WASH WATER AND SOLIDS AND MAINTAIN AT LEAST 4 INCHES OF FREEBOARD. TYPICAL DIMENSIONS ARE 10 FEET X 10 FEET X 3 FEET DEEP. 3.PREPARE SOIL BASE FREE OF ROCKS OR OTHER DEBRIS THAT MAY CAUSE TEARS OR HOLES IN THE LINER. FOR LINER, USE 10 MIL OR THICKER UV RESISTANT, IMPERMEABLE SHEETING, FREE OF HOLES AND TEARS OR OTHER DEFECTS THAT COMPROMISE IMPERMEABILITY OF THE MATERIAL. 4.PROVIDE A SIGN FOR THE WASHOUT IN CLOSE PROXIMITY TO THE FACILITY. 5.KEEP CONCRETE WASHOUT STRUCTURE WATER TIGHT. REPLACE IMPERMEABLE LINER IF DAMAGED (E.G., RIPPED OR PUNCTURED). EMPTY OR REPLACE WASHOUT STRUCTURE THAT IS 75 PERCENT FULL, AND DISPOSE OF ACCUMULATED MATERIAL PROPERLY. DO NOT REUSE PLASTIC LINER. WET-VACUUM STORED LIQUIDS THAT HAVE NOT EVAPORATED AND DISPOSE OF IN AN APPROVED MANNER. PRIOR TO FORECASTED RAINSTORMS, REMOVE LIQUIDS OR COVER STRUCTURE TO PREVENT OVERFLOWS. REMOVE HARDENED SOLIDS, WHOLE OR BROKEN UP, FOR DISPOSAL OR RECYCLING. MAINTAIN RUNOFF DIVERSION AROUND EXCAVATED WASHOUT STRUCTURE UNTIL STRUCTURE IS REMOVED. 3' T Y P . 4" 2"10' TYP. 10 ' T Y P . 1/8" DIA. STEEL WIRE STAPLES (2 PER BALE) IMPERMEABLE SHEETING STRAW BALE (TYP.)WOOD OR METAL STAKES (2 PER BALE) BINDING WIRE STRAW BALE (TYP.) IMPERMEABLE SHEETING STAKE (TYP.) PLAN SECTION B-B STAPLE DETAIL SILT FENCE NYS DEC DETAIL: SILT FENCE NOTES: 1.WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" OR "U" TYPE OR HARDWOOD. 2.FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION. FENCE SHALL BE WOVEN WIRE, 6" MAXIMUM MESH OPENING. 3.WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-LAPPED BY SIX INCHES AND FOLDED. FILTER CLOTH SHALL BE EITHER FILTER X, MIRAFI 100X, STABLINKA 140N, OR APPROVED EQUAL. 4.PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUAL. 5.MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN "BULGES" DEVELOP IN THE SILT FENCE. C501 3 FLOW 1 1 4" SQUARE HARDWOOD 36" MIN. FENCE POSTS, DRIVEN MIN. 16" INTO GROUND10' MAX. C. TO C. 16 " M I N . 20 " M I N . 36" MIN. FENCE POST WOVEN WIRE FENCE (MIN. 14 GAUGE W/ MAX. 6" MESH SPACING WITH FILTER CLOTH UNDISTURBED GROUND PERSPECTIVE VIEW SECTION VIEW COMPACTED SOIL FLOW 4" MIN. EMBED FILTER CLOTH A MIN. OF 6" IN GROUND FLOW WOVEN WIRE FENCE (MIN. 14 GAUGE W/ MAX. 6" MESH SPACING WITH FILTER CLOTH 6" MI N . HE I G H T O F FIL T E R = 1 8 " MIN . SYMBOL STABILIZED CONSTRUCTION ENTRANCE N.YS DEC DETAIL: STABILIZED CONSTRUCTION ACCESS CONSTRUCTION SPECIFICATIONS: 1.STONE SIZE - USE 1-4 INCH STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. 2.LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE A 30 FOOT MINIMUM LENGTH WOULD APPLY). 3.THICKNESS - NOT LESS THAN SIX (6) INCHES. 4.WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. TWENTY-FOUR (24) FOOT IF SINGLE ENTRANCE TO SITE. 5.GEOTEXTILE - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 6.SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ACCESS SHALL BE PIPED BENEATH THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 7.MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT OF WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED IMMEDIATELY. 8.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 9.PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN EVENT. C501 5 3'5:1 10 ' M I N . 12 ' M I N . 50' MIN. 6" MI N . 50' MIN. 12' MIN. PLAN VIEW EXISTING PAVEMENT MOUNTABLE BERM (OPTIONAL) EXISTING PAVEMENT FILTER CLOTHEXISTING GROUND EXISTING GROUND PROFILE VIEW SYMBOL COMPOST FILTER SOCK NYS DEC DETAIL: COMPOST FILTER SOCKC501 2 UNDISTURBED AREADISTURBED AREA BLOWN/PLACED FILTER MEDIA 2" X 2" WOODEN SPIKES PLACED 10' O.C. COMPOST FILTER SOCK 12" NONRESIDENTIAL MINIMUM SIZE PER THE NYSDEC 12 " MI N . EXISTING CONTOURS DISTURBED AREA UNDISTURBED AREA 8' 2" X 2" WOODEN STAKES PLACED 10' O.C. COMPOST FILTER SOCK MINIMUM (NONRESIDENTIAL) SIZE OF 12'' PER NYSDEC FLO W FLO W PLAN VIEW SECTION VIEW TEMPORARY SOIL STOCKPILE N.T.S.C501 1 MIN. SLOPE MIN. SLOPE SLOPE OR LESS1 2 NOTES: 1.AREA CHOSEN FOR STOCKPILING OPERATIONS SHALL BE DRY AND STABLE. 2.MAXIMUM SLOPE OF STOCKPILE SHALL BE 1V:2H. 3.UPON COMPLETION OF SOIL STOCKPILING, EACH PILE SHALL BE SURROUNDED WITH SILT FENCING, THEN STABILIZED WITH VEGETATION OR COVERED. 4.SEE SPECIFICATIONS AND DETAIL FOR INSTALLATION OF SILT FENCE. SILT FENCE STREAM MAT @ UNDEFINED CHANNEL N.T.S.C501 7 C501 CONSTRUCTION DETAILS DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 NOTE:DETAILS ARE INDICATIVE FOR PERMITTING PURPOSES AND MAY BE REPLACED WITH SIMILAR ALTERNATIVES C502 1 FINAL GRADE WARNING MARKER OVER ENTIRE LENGTH SAND ENCASE CONDUIT 3" MIN. ON ALL SIDES. ENCASE CONDUIT (3" MIN ALL SIDES) SIZE AND QUANTITY OF CONDUITS TO BE DETERMINED. 18" 36" MIN. FOR SURFACE RESTORATION, SEE LIMITED USE PERVIOUS ACCESS ROAD DETAIL OR SOIL RESTORATION DETAIL 98% UNDER ROADS AND 90% UNDER VEGETATED SURFACES - COMPACTED BACKFILL ELECTRICAL CONDUIT TRENCH N.T.S. PEA GRAVEL DIAPHRAGM WITH VEGETATED FILTER STRIP N.T.S. 1' CLEAN WASHED PEA GRAVEL SEE ACCESS ROAD DETAIL GEOTEXTILE FABRIC (MIRAFI 140N OR APPROVED EQUAL) CONTRIBUTING SURFACE 150' MAX. 10% MAX. SLOPE 10' 2% MAX WIDTH VARIES - SEE PLANS 8% MAX MEET EXISTING GRADE NOTES: 1.PURPOSE: A PERMANENT PRACTICE USED TO REMOVE SEDIMENT FROM RUNOFF FROM IMPERVIOUS AREAS PRIOR TO REACHING SURFACE WATERS. 2.NO DEVELOPMENT IS ALLOWED ON FILTER STRIP AREA. 3.VEGETATED FILTER STRIPS MUST BE DELINEATED AND PERMANENTLY PROTECTED THROUGH ESTABLISHMENT OF A LEGAL CONSERVATION EASEMENT. FILTER STRIP 2' - 0 " TEMPORARY LAYDOWN YARD SECTION NOT TO SCALE CONSTRUCTION SPECIFICATIONS: 1.STONE SIZE - USE 6 INCHES OF SUBBASE COURSE, NYSDOT CRUSHER RUN, TYPE 2 STONE OR APPROVED EQUAL. 2.THICKNESS - NOT LESS THAN SIX (6) INCHES. 3.GEOTEXTILE - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE. 4.A MOUNTABLE BERM SHALL BE PROVIDED ON THE UPHILL SIDE OF THE TEMPORARY STAGING AREA WITH 5:1 SLOPES. 5.MAINTENANCE - THE TEMPORARY LAYDOWN AREA SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT OF WAY, ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC RIGHTS OF WAY MUST BE REMOVED IMMEDIATELY. 6.WHEN WASHING OF MATERIAL/EQUIPMENT IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 7.PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN EVENT. 8.WHEN CONSTRUCTION IS COMPLETE, REMOVE STONE AND GEOTEXTILE. TILL A MINIMUM OF 12" IN ORDER TO RESTORE THE ORIGINAL PROPERTIES OF THE SOIL. INSTALL 6" OF TOPSOIL AND SEED AND MULCH WITH PERMANENT SEED MIXTURE. SEE SHEET C002 FOR ADDITIONAL RESTORATION INFORMATION. 3'5:1 6" MI N . EXISTING PAVEMENT MOUNTABLE BERM ON UPHILL SIDE (OPTIONAL) MIRAFI 500X FILTER CLOTH OR APPROVED EQUAL EXISTING GROUND PROFILE VIEW UNDISTURBED AREA PLACED FILTER MEDIA 2" X 2" WOODEN SPIKES PLACED 10' O.C. COMPOST FILTER SOCK 12 " MI N . 24' WIDE FIXED KNOT FARM FENCE DOUBLE SWING GATE N.T.S. ALL JOINTS ARE WELDED TO MAKE A RIGID FRAME BRACE RAIL CENTER GATE STOP OR APPROVED EQUAL DROP BAR OR APPROVED EQUAL PROVISION PROVISION FOR PADLOCK AND KNOX BOX SIGN IDENTIFYING OWNER AND EMERGENCY CONTACT FIXED KNOT WIRE MESH OR APPROVED EQUAL 8' (TYP.) MATCH FENCE HEIGHT 6" MIN. 12" MIN. DIA. (TYP.) 4' MIN. ADJUST TO FROST DEPTH PER GEOTECH REPORT (TYP.) 24' WIDE OPENING MIN. HINGE POST (TYP.) 3" CLEAR NOTES 1.INSTALL ALL FENCING COMPONENTS PER MANUFACTURES SPECIFICATIONS. 2.ALL FENCING AND HARDWARE SHALL BE GALVANIZED, UNLESS OTHERWISE NOTED. 3.HINGE POSTS MAY BE TIMBER IF CONTRACTOR DESIRES, TIMBER HINGE POSTS DO NOT NEED TO BE SET IN CONCRETE. UTILIZE HINGE THRU BOLTS TO CONNECT TO TIMBER HINGE POSTS OR LAG SCREWS, PER MANUFACTURERS RECOMMENDATIONS. 4.IF CONTRACTOR UTILIZES METAL HINGE POST THAN POSTS SHALL BE SET IN CONCRETE AS SHOWN ON DETAIL. 5.BRACING REQUIRED AT FOR ALL GATES. SEE FIXED KNOT FARM FENCE DETAIL. 6.FIXED KNOT WIRE MESH TO BE BEKAERT SOLIDLOCK® PRO, 12.5 GAUGE, CLASS 3 GALVANIZED, 6" VERTICAL SPACING OR APPROVED EQUAL 7.BRACE RAIL SHOWN FOR REFERENCE ADDITIONAL BRACE RAILS MAY BE REQUIRED (NOT SHOWN) OR TRUSS RODS MAY BE REQUIRED PER MANUFACTURES RECOMMENDATIONS FIXED KNOT WIRE MESH OR APPROVED EQUAL ALL JOINTS ARE WELDED TO MAKE A RIGID FRAME PROVISION FOR PAD LOCK LATCH POST POST TOP 3" CLEAR 4' WIDE OPENING MIN. HINGE POST 8' (TYP.) MATCH FENCE HEIGHT ROUND POST HINGE (TYP.) 6" MIN. 12" MIN. DIA. (TYP.) 4' MIN. ADJUST TO FROST DEPTH PER GEOTECH REPORT (TYP.) NOTES 1.INSTALL ALL FENCING COMPONENTS PER MANUFACTURES SPECIFICATIONS. 2.ALL FENCING AND HARDWARE SHALL BE GALVANIZED, UNLESS OTHERWISE NOTED. 3.HINGE POSTS MAY BE TIMBER IF CONTRACTOR DESIRES, TIMBER HINGE POSTS DO NOT NEED TO BE SET IN CONCRETE. UTILIZE HINGE THRU BOLTS TO CONNECT TO TIMBER HINGE POSTS OR LAG SCREWS, PER MANUFACTURERS RECOMMENDATIONS. 4.IF CONTRACTOR UTILIZES METAL HINGE POST THAN POSTS SHALL BE SET IN CONCRETE AS SHOWN ON DETAIL. 5.BRACING REQUIRED AT FOR ALL GATES. SEE FIXED KNOT FARM FENCE DETAIL. 6.FIXED KNOT WIRE MESH TO BE BEKAERT SOLIDLOCK® PRO, 12.5 GAUGE, CLASS 3 GALVANIZED, 6" VERTICAL SPACING OR APPROVED EQUAL 7.BRACE RAILS AND/ OR TRUSS RODS ARE NOT SHOWN, MAY BE REQUIRED PER MANUFACTURES RECOMMENDATIONS FIXED KNOT FARM PERSONNEL GATE N.T.S. N.T.S. FIXED KNOT FARM FENCE CORNER OR END POST WIRE STRAINER 12.5 GAUGE TENSILE WIRE BRACE PIN BRACE PIN TOP POST / BRACE RAIL BRACE POST LINE POST ALL FENCE WIRE TO BE MIN. 2" ABOVE GROUND NOTES 1.INSTALL ALL FENCING COMPONENTS PER MANUFACTURES SPECIFICATIONS. 2.ALL FENCING AND HARDWARE SHALL BE GALVANIZED, UNLESS OTHERWISE NOTED. 3.ALL SQUARE POSTS TO BE MIN. 5"X5" NOMINAL SIZE OR ROUND POST WITH MIN. 5" OR 6" DIAMETER PRESSURE TREATED WOOD OR APPROVED EQUAL. PREFER POSTS TO HAVE A CHAMFERED TOP. 4.ALL LINE POST TO BE SET TO A MIN. DEPTH OF 4' BELOW GRADE, ALL CORNER, END OR GATE POSTS SHALL BE SET TO A MIN. DEPTH OF 6' BELOW GRADE, UNLESS OTHERWISE NOTED. 5.FIXED KNOT WIRE MESH TO BE BEKAERT SOLIDLOCK® PRO, 12.5 GAUGE, CLASS 3 GALVANIZED, 6" VERTICAL SPACING OR APPROVED EQUAL. 6.BRACING IS REQUIRED AT ALL CORNER, END, AND GATE POSTS. DOUBLE BRACING (TWO BRACE ASSEMBLIES IN A ROW) SHOULD BE USED FOR STRAIGHT RUNS OF FENCE THAT EXCEED 1,000 LF. AN ADDITIONAL BRACE ASSEMBLY SHOULD BE INSTALLED MID SPAN FOR STRAIGHT RUNS OF FENCE THAT EXCEED 1,320 LF. ADDITIONAL BRACING MAY BE STILL BE REQUIRED OVER UNEVEN TERRAIN, CONTRACTOR SHALL INSTALL ADDITIONAL BRACING AS NEEDED IF DEFLECTION IS NOTICED DURING TENSIONING. FIXED KNOT WIRE MESH TYP. SEE NOTE 5. 2 X H MIN. 2.5 X H PREFERRED H = 8' 10' O.C. INCREASING SPACING MUST BE PRE-APPROVED BY OWNER BURY DEPTH SEE NOTE 4 C502 2 C502 4 C502 5 C502 6 C502 3 C502 CONSTRUCTION DETAILS DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 NOTE:DETAILS ARE INDICATIVE FOR PERMITTING PURPOSES AND MAY BE REPLACED WITH SIMILAR ALTERNATIVES STORM SEWER TO EXTEND INTO THE MANHOLE ONLY TO A POINT WHERE OUTSIDE OF SEWER MEETS THE INSIDE WALL OF THE MANHOLE OPENING FOR PIPE TO BE PRECAST OR MACHINE CORED. CONNECTION TO BE RESILIENT AND WATER TIGHT PROPOSED 12'' DIAMETER ORIFICE WITH TRASH RACK 4' x 4' SQUARE CATCH BASIN OR AS SPECIFIED ON PLANS PROPOSED 12'' DIAMETER HDPE STORM PIPE (SEE GRADING & EROSION CONTROL PLAN SHEET C012 FOR LOCATION) PLAN LOW FLOW ORIFICE TRASH RACK SEE DETAIL THIS SHEET PROPERLY COMPACTED CRUSHED STONE, NYSDOT MIX NO.1 & 2 TO SPRINGLINE OF HIGHEST PIPE ENSURE BACKFILL IS PLACED UNDER PIPE AND PROPERLY COMPACTED, TYP. PROVIDE A-LOK WATER-STOP GASKET. SEAL ANNULAR VOID WITH NON SHRINK GROUT, TYP. PROPOSED 12'' DIAMETER HDPE STORM PIPE (SEE GRADING & EROSION CONTROL PLAN SHEET C012 FOR INVERT AND LOCATION). PRECAST TOP SLAB WITH ECCENTIC OPENING (ASTM C-478) COMPACTED SELECT BACKFILL OPENING OF EQUAL SIZE & SHAPE OF GRATE OR COVER 48'' HEAVY DUTY FRAME AND GRATE. (SOLID RIM ELEVATION SEE GRADING & EROSION CONTROL PLAN SHEET C012) MANHOLE FRAME TO BE SET IN PORTLAND CEMENT MORTAR. GRADE RINGS AND BRICE COURSES (2 MAX.) USED TO ADJUST COVER TO REQUIRED ELEVATION. SEWER BRICK TO BE ASTM C-32 PRECAST CONCRETE (ASTM C-478) 6'' MIN. THICK PROPOSED 12'' DIAMETER ORIFICE WITH STORMRAX HDPE STRUCTURAL PLASTIC TRASH RACK BY CONTECH OR APPROVED EQUIVALENT. 4'' MINIMUM CLEAR OF ORIFICE IN ALL DIRECTIONS. SEE GRADING & EROSION CONTROL PLAN SHEET CXXX FOR INVERT PROPOSED 6'' THICK CONCRETE WEIR WALL (SEE ORIFICE DETAIL, THIS SHEET) 3' 12 " LOW FLOW ORIFICE TRASH RACK DETAIL N.T.S. 2'- 5 ' ' 1'- 1 0 ' ' 2'- 0 ' ' 1' - 6 ' ' 1' - 8 ' ' 2'- 10 ' ' 2'-6'' OUTLET CONTROL STRUCTURE DETAIL N.T.S. LEVEL SPREADER N.T.S. 3'-0" 4'-0" CLEAN CRUSHED STONE GEOTEXTILE FABRIC (MIRAFI 140N OR APPROVED EQUAL) SLOPE (SEE PLANS) 2" - 4 " D R O P 3'- 0 " MAINTENANCE NOTES 1.LEVEL SPREADERS SHOULD BE INSPECTED EVERY 2 TO 3 YEARS FOR EXCESS SEDIMENTATION AND CLOGGING. REPLACE MATERIAL IF NECESSARY. 2.CONTRACTOR TO PROVIDE AS-BUILTS TO THE TOWN OF THE SIZE AND LOCATIONS OF THE SPREADERS. 6.GEOTEXTILE FILTER FABRIC SHALL BE PLACED ON TOP OF THE GRAVEL DIAPHRAGMS DURING CONSTRUCTION TO MINIMIZE CLOGGING OF VOID SPACES. GRAVEL ACCESS ROAD SECTION N.T.S. FINISH GRADE RESTORE LAWN DISTURBED BY CONSTRUCTION AND PROVIDE NEW 4" MINIMUM DEPTH MECHANICALLY SCREENED TOPSOIL (TYP) COMPACTED SUBBGRADE 16" SUBBASE COURSE 6" GEOTEXTILE FABRIC - MIRAFI 500X OR APPROVED EQUAL ROLLED EROSION CONTROL PRODUCT N.T.S. APPLICATION NOTES: A.THE PURPOSE OF EROSION MATTING ON SLOPES IS TO REDUCE EROSION AND AID THE ESTABLISHMENT OF VEGETATION B.EROSION CONTROL MATTING SHALL BE USED FOR THE FOLLOWING REASONS: * SLOPES GREATER THAN 3H:1V OR WHERE ORDERED BY ENGINEER * AREAS WHERE SEED AND MULCH WILL NOT STAY IN PLACE ALONE * WHERE SEEDING IS OUTSIDE THE GROWING SEASON. GENERAL NOTES: 1.GRADE AND SMOOTH THE SLOPE TO PROVIDE GOOD MATTING TO SOIL SURFACE CONTACT. 2.APPLY FERTILIZER, LIME, AND SEED PRIOR TO PLACING MATTING. 3.ANCHOR MATTING AS SHOWN, UTILIZING ANCHOR STAPLES. STAPLE PLACEMENT SHALL BE DETERMINED BY THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 4.UNROLL EROSION MATTING VERTICALLY DOWN SLOPE IN THE DIRECTION OF WATER FLOW. 5.OVERLAP UPPER MATTING OVER LOWER MATTING AS SHOWN, AND AS DIRECTED BY MANUFACTURER. 6.OVERLAP ADJACENT MATTING AS SHOWN, AND AS DIRECTED BY MANUFACTURER. 7.CUT EXCESS MATTING AT END OF SLOPE AND ANCHOR THE END. 8.EROSION MATTING SHALL BE INSPECTED EVERY SEVEN (7) CALENDAR DAYS AND WITHIN 24 HOURS OF A STORM EVENT OF 12" OR GREATER. 9.EROSION MATTING SHALL BE REPAIRED AND RESTAPLED AS NECESSARY TO ENSURE PROPER FUNCTION. 6" MIN. 6" MIN. 6" BIORETENTION N.T.S. DRAINAGE GRAVEL MAX. PONDING/ OVERFLOW ELEV.RIM OF CB 3.0H 1V 6" PERFORATED PVC @ 0.2%SUBGRADE OR EXISTING SOIL FILTER FABRIC 24 " M I N . 12" STONE DRAINAGE LAYER 3" MIN. SHREDDED HARDWOOD MULCH 12" MAX PONDING HEIGHT FILTER MEDIA PLAN VIEW SECTION VIEWEQUIPMENT SKID NOTES: GRAVEL EXTENTS EXTENTS OF CONCRETE PAD ELECTRICAL EQUIPMENT CONCRETE PAD N.T.S. GEOTEXTILE FABRIC (MIRAFI 180N OR APPROVED EQUAL) MIN. 6", 3/4" STONE 6", 3/4" CRUSHED STONE MIN.12" STRUCTURAL FILL MIN. 6" (TYP.) MIN. 36" (TYP.) FINISH GRADE COMPACTED SUBGRADE (SUITABLE SOIL MATERIAL) BEDDING SAND MIN. 6" COVER ELEC. CONDUIT SIZE VARIES 3" COMPACTED SAND SEE STRUCTURAL DRAWINGS FOR CONCRETE PAD DETAILSMIN. 4" SLAB ABOVE GRADE MIN. 4", 1-1/2" STONE, FLUSH WITH PAD C503 2 C503 3 C503 1 C503 4 C503 8 C503 5 C503 6 N.T.S. OVERFLOW WEIR GEOTEXTILE BASE TO DETERMINED BY GEOTECHNICAL ENGINEER WIDTH VARIES (SEE PLAN) EMERGENCY SPILLWAY ELEVATION VARIES (SEE PLAN) TOP OF BANK VARIES (SEE PLAN) MEDIUM STONE FILL NYSDOT ITEM 304-2.02 TYPE 4 C503 7 2:1 MAX SL O P E 4:1 TYP. SL O P E 2:1 MAX SL O P E 4:1 TYP. SL O P E 30 " P E R M E A B L E S O I L 4" M I N . 6" BOTTOM WIDTH VARIES (SEE PLAN) BIO SOIL MIX UNDERDRAIN FILTER MATERIAL 4" PERFORATED UNDERDRAIN PIPE GEOTEXTILE FABRIC- MIRAFI 140N OR APPROVED EQUAL TOPSOIL PLANTED WITH FLOOD TOLERANT GRASSES DRY SWALE N.T.S.C503 9 N.T.S. POND OUTLET STRUCTURE C503 10 C503 CONSTRUCTION DETAILS DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2025 LaBella Associates VE R S I O N 2 3 . 1 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SOA KS PERMIT NOVEMBER 2025 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 BOMBER HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 1 YEAR WATER SURFACE= XXX.XX 100 YEAR WATER SURFACE= XXX.XX 3" HAND-WHEEL ACTIVATED KNIFE GATE VALVE (LEAVE OPEN) OPENING FOR X" DIA. PIPE INV.=XXX.XX HANDLE ELEV.=XXX.XX DIA. PIPE REFER TO PLANS PRECAST CONCRETE CATCH BASIN XX" SQUARE (SEE CATCH BASIN DETAIL FOR STRUCTURE SPECIFICATIONS CPv (4" DIA. ORIFICE) = XXX.XX CPv (4" DIA. ORIFICE) = XXX.XX 10 YEAR WATER SURFACE= XXX.XX OPENING FOR 6" DIA. PIPE INV.=XXX.XX X" DIA. DRAIN PIPE, REFER TO PLANS 6" HAND-WHEEL ACTIVATED KNIFE GATE VALVE (LEFT CLOSED) 24" DIA. FRAME AND GRATE ELEV.= XXX.XX PERMANENT WATER ELEV. = XXX.XX FINISHED GRADE AFTER AQUATIC BENCH 3:1 (H:V) SLOPE TRASH RACK ACROSS PIPE OPENING INV. = XXX.XX XX" DIA. SICPP OUTLET PIPE 6" - #2 STONE LEVEL PAD (TYP.) 6" EMERGENCY SPILLWAY ELEV.= XXX.XX TOP OF SLOPE ELEV.= XXXX.XX NOTE:DETAILS ARE INDICATIVE FOR PERMITTING PURPOSES AND MAY BE REPLACED WITH SIMILAR ALTERNATIVES NYSEG CUSTOMER TO 12.47 kV DISTRIBUTION LINE (POI) FEEDER : 4302204 UTILITY RECLOSER CUSTOMER METER PT: 7200:120V CT: 300:5A PT'S (CUSTOMER METER POLE: C2) THIS SHEET A TO SHEET E-604 C DAS CABINET (CUSTOMER POLE: C1) RISER POLE (CUSTOMER POLE: C1) (UTILITY POLE: U1) CUSTOMER RISER & DISCONNECT POLE (C1) GANG OPERATED LOAD BREAK DISCONNECT MANUALLY OPERATED 147442R4-A2-P1/ED-711R4-S1 15kV, 110kV BIL, 900A CONTINUOUS, 65kA, 24/7, UTILITY ACCESS, VISIBLE BREAK AND UTILITY LOCKABLE 1A 1A 1A 9kV S.A 7.6KV MCOV 1.5kVA 15kV,100A FUSED CUTOUT FUSED AT 1A 7200V/120V CVT RATIO 8793.75:1 CAPACITIVE VOLTAGE SENSORS INTEGRAL TO TAVRIDA RECLOSER PT 7200:120V1A FUSE 15 A FUSE VAZ, VBZ, VCZ, VNZ TEST-SWITCHES VAY, VBY, VCY, VNY TEST-SWITCHES SEL 651R RECLOSER CONTROL CABINET (POLE MOUNTED) 52-1 PAD MOUNTED RECLOSER 27P1 27P2 59P1 59P2 51 81U1 81U2 51G 81O1 81O2 32 ALARM SEL 651R RECLOSER CONTROLLER NOT FOR CONSTRUCTION, UTILITY INTERCONNECTION APPLICATION ONLY CONTINUED ON DRAWING E-603 79 IAY, IBY, ICY, INY TEST-SWITCHES CUSTOMER METER PT: 7200:120V CT: 300:1A THIS SHEET A TO SHEET E-604 A DAS CABINET PT'S A A THIS SHEETA A A 120V, FUSEDCUTOUT FUSED AT 15ANEMA 3R FEDERAL PACIFIC (1)12,470V OUTDOOR GRIDCONNEX SOLAR GRID TIE ASSEMBLY 12.47kV; 300A; 60 HZ OUTDOOR PADMOUNT CONSTRUCTION, TYPE 3R ALL WIRING IN THE PADMOUNT IS DONE BY THE MANUFACTURER. LUGS AND CABLE TERMINATIONS NOT PROVIDED BY FEDERAL PACIFIC. TAVRIDA RECLOSER 600A, 15.5/27kV, 16kA, 150KV BIL, 800A BUSHINGS 120VAC AUXILIARY POWERED; 300:1 CURRENT SENSORS INTEGRAL TO TAVRIDA RECLOSER ACCURACY +/- 1%; 8793.75:1 CAPACITIVE VOLTAGE SENSORS INTEGRAL TO RECLOSER(VY) ACCURACY +/- 2%; 7200V:120V EXTERNAL VOLTAGE TRANSFORMERS (VZ) ACCURACY +/- 2% 9kV S.A 7.6KV MCOV 9kV S.A 7.6KV MCOV A B SEL 735 M CONTINUED ON DRAWING E-603 CONTINUED ON DRAWING E-604 CONTINUED ON DRAWING E-603 CONTINUED ON DRAWING E-603 CONTINUED ON DRAWING E-605 MV SWGR 15kV RATED 600A RATED 300A FRAME 300A TRIP SEL 735 M 300A FRAME 300A TRIP 1 A 2345678 2345678 B C D E F G H A B C D E F G H Dr a w i n g T i t l e : Pr o j e c t : E-603 Pr o t e c t i v e R e l a y E l e c t r i c a l Di a g r a m Dr a w n b y : U . Q a s i m Ap p r o v e d b y : T . S m i t h 1 Dwg No:Sheet Rev:Size: D A Sc a l e : N . T . S . Co m p a n y C o n f i d e n t i a l - Th i s d r a w i n g o r p r i n t i s t h e p r o p e r t y o f N e x a m p , I n c . a n d i s s u b j e c t t o r e t u r n o n r e q u e s t . T h e d e s i g n c o n c e p t s a n d i n f o r m a t i o n c o n t a i n e d h e r e i n a r e p r o p r i e t a r y t o N e x a m p , I n c . a n d i t s s u b s i d i a r i e s a n d a r e s u b m i t t e d i n c o n f i d e n c e . T h e y a r e n o t t r a n s f e r a b l e a n d m u s t b e u s e d o n l y f o r t h e p u r p o s e f o r w h i c h t h e Dr a w i n g / p r i n t i s e x p r e s s l y l o a n e d . T h e y m u s t n o t b e d i s c l o s e d , r e p r o d u c e d d e t r i m e n t a l t o t h e i n t e r e s t o f N e x a m p , I n c . A l l p a t e n t r i g h t s a r e r e s e r v e d u n l e s s t h e y a r e e x p r e s s l y a s s i g n e d i n w r i t i n g b y a d u l y a u t h o r i z e d r e p r e s e n t a t i v e o f N e x a m p , i n c . Te l : ( 6 1 7 ) 4 3 1 - 1 4 4 0 F a x : ( 9 7 8 ) 4 1 6 - 2 5 2 5 W e b : n e x a m p . c o m Rev Issued For Date A UIA 22/09/2023 B UIA 06/02/2024 C UIA 12/02/2024 Tr o y R o a d , I t h i c a , N Y 1 4 8 5 0 (4 2 . 4 0 8 4 , - 7 6 . 4 7 3 4 ) 13 4 3 9 3 T r o y H e i g h t s S o l a r P V 10 1 S u m m e r S t r e e t , B o s t o n , M A 0 2 1 1 0 P. E . s e a l / C o n s u l t a n t : H1 H2 H3 XMR. 02 2250kVA, PRI.-12.47KV SEC.-600V 3 PHASE H/X-5.75%Z, X/R-9 PAD MOUNTED TRANSFORMER WITH BAY-O-NET FUSES AND LIGHTNING ARRESTER (9KV/7.6MCOV) INTERNAL DISCONNECT CONTINUED ON DRAWING E-603 X3X2X1 H1 H2 H3 X3X2X1 AMTEC AUX POWER DISTRIBUTION PANEL AND DAS SYSTEM ~ - INTERNAL DC DISCONNECT 3000A FRAME 3000A TRIP COMBINER BOX ~ - INTERNAL DC DISCONNECT COMBINER BOX TYPICAL SWITCHBOARD ELECTRICAL CHARACTERISTICS ENCLOSURE: NEMA 3R FREESTANDING MAIN RATING: 3000 AMP MAIN TYPE: M.C.B. CABLE ENTRANCE: BOTTOM FEED CABLE ACCESS: FRONT ONLY VOLTAGE : 600V/347V AC 3 PHASE 4 WIRE WYE HERTZ: 60 CB TYPE: PLUGON/BOLT ON CB RATING: 42kAIC TYPICAL SWITCHBOARD ELECTRICAL CHARACTERISTICS ENCLOSURE: NEMA 3R FREESTANDING MAIN RATING: 3000 AMP MAIN TYPE: M.C.B. CABLE ENTRANCE: BOTTOM FEED CABLE ACCESS: FRONT ONLY VOLTAGE : 600V/347V AC 3 PHASE 4 WIRE WYE HERTZ: 60 CB TYPE: PLUGON/BOLT ON CB RATING: 42kAIC 250kW STRING INVERTERS 01-01 to 09-01 SOLECTRIA YASKAWA XGI 1500 250/250-600 1500VDC MAX OUTPUT CURRENT 240A 600VAC XMR. 021 2250kVA, PRI.-12.47 KV SEC.-600V 3 PHASE H/X-5.75%Z, X/R-9 PAD MOUNTED TRANSFORMER WITH BAY-O-NET FUSES AND LIGHTNING ARRESTER (9KV/7.6MCOV) INTERNAL DISCONNECT 250kW STRING INVERTERS 01-02 to 09-02 SOLECTRIA YASKAWA XGI 1500 250/250-600 1500VDC MAX OUTPUT CURRENT 240A 600VAC (9)INVERTERS ON EACH SWITCHGEAR ST 15A 3000A FRAME 3000A TRIP 600V 600V IMPORTANT NOTE: GROUNDING BANKS SHALL NOT BE ABLE TO BE ISOLATED FROM THE SYSTEM. IT NEEDS TO BE SOLIDLY CONNECTED TO THE SYSTEM. NO SWITCHES OR BREAKER SHALL BE INSTALLED ON THE GROUNDING BANK AND BE ABLE TO BE ISOLATED. ST 15A GROUNDING TRANSFORMER BANK (GTB.01) WYE-GROUNDED-DELTA 600V/600V 405 kVA, X/R=4 X0=0.096 Ohms 1167A NEUTRAL CURRENT RATING 150A 150A 150A MODULES: HELIENE156HC M10 SL (585) TOTAL SYSTEM DC RATING & DC EQUIPMENT: 5587.92 kWDC / 4500 kWAC TOTAL NUMBER OF PANELS: 9552 (ARRAY 1 + ARRAY 2) 350A FRAME 350A TRIP 60 0 A F R A M E 50 0 A T R I P GROUNDING TRANSFORMER BANK (GTB.02) WYE-GROUNDED-DELTA 600V/600V 405 kVA, X/R=4 X0=0.096 Ohms 1167A NEUTRAL CURRENT RATING IMPORTANT NOTE: GROUNDING BANKS SHALL NOT BE ABLE TO BE ISOLATED FROM THE SYSTEM. IT NEEDS TO BE SOLIDLY CONNECTED TO THE SYSTEM. NO SWITCHES OR BREAKER SHALL BE INSTALLED ON THE GROUNDING BANK AND BE ABLE TO BE ISOLATED. 350A FRAME 350A TRIP 60 0 A F R A M E 50 0 A T R I P 600V 600V MODULES: HELIENE156HC M10 SL (585) TOTAL SYSTEM DC RATING & DC EQUIPMENT: 5587.92 kWDC / 4500 kWAC TOTAL NUMBER OF PANELS: 9552 (ARRAY 1 + ARRAY 2) 150A 150A 150A 100A FRAME 20A TRIP 600V S.A 100A FRAME 20A TRIP TO SHEET E-603 A TO THIS SHEET B TO THIS SHEET B B TO SHEET E-605 C TO SHEET E-605 D 1 A 2345678 2345678 B C D E F G H A B C D E F G H Dr a w i n g T i t l e : Pr o j e c t : E-604 Pr o t e c t i v e R e l a y E l e c t r i c a l Di a g r a m Dr a w n b y : U . Q a s i m Ap p r o v e d b y : T . S m i t h 1 Dwg No:Sheet Rev:Size: D A Sc a l e : N . T . S . Co m p a n y C o n f i d e n t i a l - Th i s d r a w i n g o r p r i n t i s t h e p r o p e r t y o f N e x a m p , I n c . a n d i s s u b j e c t t o r e t u r n o n r e q u e s t . T h e d e s i g n c o n c e p t s a n d i n f o r m a t i o n c o n t a i n e d h e r e i n a r e p r o p r i e t a r y t o N e x a m p , I n c . a n d i t s s u b s i d i a r i e s a n d a r e s u b m i t t e d i n c o n f i d e n c e . T h e y a r e n o t t r a n s f e r a b l e a n d m u s t b e u s e d o n l y f o r t h e p u r p o s e f o r w h i c h t h e Dr a w i n g / p r i n t i s e x p r e s s l y l o a n e d . T h e y m u s t n o t b e d i s c l o s e d , r e p r o d u c e d d e t r i m e n t a l t o t h e i n t e r e s t o f N e x a m p , I n c . A l l p a t e n t r i g h t s a r e r e s e r v e d u n l e s s t h e y a r e e x p r e s s l y a s s i g n e d i n w r i t i n g b y a d u l y a u t h o r i z e d r e p r e s e n t a t i v e o f N e x a m p , i n c . Te l : ( 6 1 7 ) 4 3 1 - 1 4 4 0 F a x : ( 9 7 8 ) 4 1 6 - 2 5 2 5 W e b : n e x a m p . c o m Rev Issued For Date A UIA 9/22/2023 B UIA 06/02/2024 C UIA 12/02/2024 10 1 S u m m e r S t r e e t , B o s t o n , M A 0 2 1 1 0 Tr o y R o a d , I t h i c a , N Y 1 4 8 5 0 (4 2 . 4 0 8 4 , - 7 6 . 4 7 3 4 ) 13 4 3 9 3 T r o y H e i g h t s S o l a r P V P. E . s e a l / C o n s u l t a n t : H1 H2 H3 125A H0 X1 X2 X3 XFR.01 BESS STEP UP TRANSFORMER 2000 KVA, 480V/12.47kV Z=5.75%, X/R=6.8 WITH BAY-O-NET FUSES AND LIGHTNING ARRESTER (9KV/7.6MCOV) INTERNAL DISCONNECT ~ ------ DC DISCONNECT TMP.01 TESLA MEGAPACK 979kVA 480Vac DC COMBINER TESLA MEGAPACK LI-ION BATTERY 979kW/3916kWh 1500A ~ ------ DC DISCONNECT TMP.02 TESLA MEGAPACK 979kVA 480Vac DC COMBINER TESLA MEGAPACK LI-ION BATTERY 979kW/3916kWh 1500A MEGAPACK CONTROLLER 125A 125A CONTINUED ON DRAWING E-603 H1 H2 H3 H0 X1 X2 X3 XFR.03 BESS STEP UP TRANSFORMER 2000 KVA, 480V/12.47kV Z=5.75%, X/R=6.8 WITH BAY-O-NET FUSES AND LIGHTNING ARRESTER (9KV/7.6MCOV) INTERNAL DISCONNECT 125A 125A 125A ~ ------ DC DISCONNECT TMP.01 TESLA MEGAPACK 979kVA 480Vac DC COMBINER TESLA MEGAPACK LI-ION BATTERY 979kW/3916kWh 1500A ~ ------ DC DISCONNECT TMP.02 TESLA MEGAPACK 979kVA 480Vac DC COMBINER TESLA MEGAPACK LI-ION BATTERY 979kW/3916kWh 1500A B TO SHEET E-604 C TO SHEET E-604 D 1 A 2345678 2345678 B C D E F G H A B C D E F G H Dr a w i n g T i t l e : Pr o j e c t : E-605 Pr o t e c t i v e R e l a y E l e c t r i c a l Di a g r a m Dr a w n b y : U . Q a s i m Ap p r o v e d b y : T . S m i t h 1 Dwg No:Sheet Rev:Size: D A Sc a l e : N . T . S . Co m p a n y C o n f i d e n t i a l - Th i s d r a w i n g o r p r i n t i s t h e p r o p e r t y o f N e x a m p , I n c . a n d i s s u b j e c t t o r e t u r n o n r e q u e s t . T h e d e s i g n c o n c e p t s a n d i n f o r m a t i o n c o n t a i n e d h e r e i n a r e p r o p r i e t a r y t o N e x a m p , I n c . a n d i t s s u b s i d i a r i e s a n d a r e s u b m i t t e d i n c o n f i d e n c e . T h e y a r e n o t t r a n s f e r a b l e a n d m u s t b e u s e d o n l y f o r t h e p u r p o s e f o r w h i c h t h e Dr a w i n g / p r i n t i s e x p r e s s l y l o a n e d . T h e y m u s t n o t b e d i s c l o s e d , r e p r o d u c e d d e t r i m e n t a l t o t h e i n t e r e s t o f N e x a m p , I n c . A l l p a t e n t r i g h t s a r e r e s e r v e d u n l e s s t h e y a r e e x p r e s s l y a s s i g n e d i n w r i t i n g b y a d u l y a u t h o r i z e d r e p r e s e n t a t i v e o f N e x a m p , i n c . Te l : ( 6 1 7 ) 4 3 1 - 1 4 4 0 F a x : ( 9 7 8 ) 4 1 6 - 2 5 2 5 W e b : n e x a m p . c o m Rev Issued For Date A UIA 09/22/2023 B UIA 07/02/2024 C UIA 12/02/2024 P. E . s e a l / C o n s u l t a n t : 10 1 S u m m e r S t r e e t , B o s t o n , M A 0 2 1 1 0 Tr o y R o a d , I t h i c a , N Y 1 4 8 5 0 (4 2 . 4 0 8 4 , - 7 6 . 4 7 3 4 ) 13 4 3 9 3 T r o y H e i g h t s S o l a r P V Page 1 of 13 Full Environmental Assessment Form Part 1 - Project and Setting Instructions for Completing Part 1 Part 1 is to be completed by the applicant or project sponsor. Responses become part of the application for approval or funding, are subject to public review, and may be subject to further verification. Complete Part 1 based on information currently available. If additional research or investigation would be needed to fully respond to any item, please answer as thoroughly as possible based on current information; indicate whether missing information does not exist, or is not reasonably available to the sponsor; and, when possible, generally describe work or studies which would be necessary to update or fully develop that information. Applicants/sponsors must complete all items in Sections A & B. In Sections C, D & E, most items contain an initial question that must be answered either “Yes” or “No”. If the answer to the initial question is “Yes”, complete the sub-questions that follow. If the answer to the initial question is “No”, proceed to the next question. Section F allows the project sponsor to identify and attach any additional information. Section G requires the name and signature of the applicant or project sponsor to verify that the information contained in Part 1is accurate and complete. A.Project and Applicant/Sponsor Information. Name of Action or Project: Project Location (describe, and attach a general location map): Brief Description of Proposed Action (include purpose or need): Name of Applicant/Sponsor: Telephone: E-Mail: Address: City/PO: State: Zip Code: Project Contact (if not same as sponsor; give name and title/role): Telephone: E-Mail: Address: City/PO:State: Zip Code: Property Owner (if not same as sponsor): Telephone: E-Mail: Address: City/PO:State: Zip Code: Page 2 of 13 B. Government Approvals B.Government Approvals, Funding, or Sponsorship. (“Funding” includes grants, loans, tax relief, and any other forms of financial assistance.) Government Entity If Yes: Identify Agency and Approval(s) Required Application Date (Actual or projected) a.City Counsel, Town Board, 9 Yes 9 No or Village Board of Trustees b. City, Town or Village 9 Yes 9 No Planning Board or Commission c.City, Town or 9 Yes 9 No Village Zoning Board of Appeals d. Other local agencies 9 Yes 9 No e. County agencies 9 Yes 9 No f. Regional agencies 9 Yes 9 No g. State agencies 9 Yes 9 No h. Federal agencies 9 Yes 9 No i. Coastal Resources. i.Is the project site within a Coastal Area, or the waterfront area of a Designated Inland Waterway?9 Yes 9 No ii.Is the project site located in a community with an approved Local Waterfront Revitalization Program? 9 Yes 9 No iii. Is the project site within a Coastal Erosion Hazard Area?9 Yes 9 No C. Planning and Zoning C.1. Planning and zoning actions. Will administrative or legislative adoption, or amendment of a plan, local law, ordinance, rule or regulation be the 9 Yes 9 o only approval(s) which must be granted to enable the proposed action to proceed? •If Yes, complete sections C, F and G. •If No, proceed to question C.2 and complete all remaining sections and questions in Part 1 C.2. Adopted land use plans. a. Do any municipally- adopted (city, town, village or county) comprehensive land use plan(s) include the site 9 Yes 9 No where the proposed action would be located? If Yes, does the comprehensive plan include specific recommendations for the site where the proposed action 9 Yes 9 No would be located? b. Is the site of the proposed action within any local or regional special planning district (for example: Greenway; 9 Yes 9 No Brownfield Opportunity Area (BOA); designated State or Federal heritage area; watershed management plan; or other?) If Yes, identify the plan(s): _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ ________________________________________________________________________________________________________ c. Is the proposed action located wholly or partially within an area listed in an adopted municipal open space plan, 9 Yes 9 No or an adopted municipal farmland protection plan? If Yes, identify the plan(s): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ Page 3 of 13 C.3. Zoning a. Is the site of the proposed action located in a municipality with an adopted zoning law or ordinance.9 Yes 9 No If Yes, what is the zoning classification(s) including any applicable overlay district? _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ b. Is the use permitted or allowed by a special or conditional use permit?9 Yes 9 No c. Is a zoning change requested as part of the proposed action?9 Yes 9 No If Yes, i.What is the proposed new zoning for the site? ___________________________________________________________________ C.4. Existing community services. a. In what school district is the project site located? ________________________________________________________________ b. What police or other public protection forces serve the project site? _________________________________________________________________________________________________________ c. Which fire protection and emergency medical services serve the project site? __________________________________________________________________________________________________________ d. What parks serve the project site? __________________________________________________________________________________________________________ __________________________________________________________________________________________________________ D. Project Details D.1. Proposed and Potential Development a. What is the general nature of the proposed action (e.g., residential, industrial, commercial, recreational; if mixed, include all components)? _________________________________________________________________________________________________________ b. a. Total acreage of the site of the proposed action?_____________ acres b. Total acreage to be physically disturbed?_____________ acres c. Total acreage (project site and any contiguous properties) owned or controlled by the applicant or project sponsor?_____________ acres c. Is the proposed action an expansion of an existing project or use?9 Yes 9 No i.If Yes, what is the approximate percentage of the proposed expansion and identify the units (e.g., acres, miles, housing units, square feet)? % ____________________ Units: ____________________ d. Is the proposed action a subdivision, or does it include a subdivision? 9 Yes 9 No If Yes, i.Purpose or type of subdivision? (e.g., residential, industrial, commercial; if mixed, specify types) ________________________________________________________________________________________________________ ii. Is a cluster/conservation layout proposed? 9 Yes 9 No iii.Number of lots proposed? ________ iv.Minimum and maximum proposed lot sizes? Minimum __________ Maximum __________ 9 Yes 9 No _____ months _____ _____ month _____ year e.Will the proposed action be constructed in multiple phases?i.If No, anticipated period of construction:ii.If Yes: •Total number of phases anticipated •Anticipated commencement date of phase 1 (including demolition) •Anticipated completion date of final phase _____ month _____year •Generally describe connections or relationships among phases, including any contingencies where progress of one phase may determine timing or duration of future phases: _______________________________________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ Page 4 of 13 f. Does the project include new residential uses?9 Yes 9 No If Yes, show numbers of units proposed. One Family Two Family Three Family Multiple Family (four or more) Initial Phase ___________ ___________ ____________ ________________________ At completion of all phases ___________ ___________ ____________ ________________________ g. Does the proposed action include new non-residential construction (including expansions)? 9 Yes 9 No If Yes, i. Total number of structures ___________ ii.Dimensions (in feet) of largest proposed structure: ________height; ________width; and _______ length iii.Approximate extent of building space to be heated or cooled: ______________________ square feet h. Does the proposed action include construction or other activities that will result in the impoundment of any 9 Yes 9 No liquids, such as creation of a water supply, reservoir, pond, lake, waste lagoon or other storage? If Yes, i.Purpose of the impoundment: ________________________________________________________________________________ ii.If a water impoundment, the principal source of the water: 9 Ground water 9 Surface water streams 9 Other specify: _________________________________________________________________________________________________________ iii.If other than water, identify the type of impounded/contained liquids and their source. _________________________________________________________________________________________________________ iv.Approximate size of the proposed impoundment. Volume: ____________ million gallons; surface area: ____________ acres v.Dimensions of the proposed dam or impounding structure: ________ height; _______ length vi.Construction method/materials for the proposed dam or impounding structure (e.g., earth fill, rock, wood, concrete): ________________________________________________________________________________________________________ D.2. Project Operations a. Does the proposed action include any excavation, mining, or dredging, during construction, operations, or both? 9 Yes 9 No (Not including general site preparation, grading or installation of utilities or foundations where all excavated materials will remain onsite) If Yes: i .What is the purpose of the excavation or dredging? _______________________________________________________________ ii.How much material (including rock, earth, sediments, etc.) is proposed to be removed from the site? •Volume (specify tons or cubic yards): ____________________________________________ •Over what duration of time? ____________________________________________________ iii.Describe nature and characteristics of materials to be excavated or dredged, and plans to use, manage or dispose of them. ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iv.Will there be onsite dewatering or processing of excavated materials? 9 Yes 9 No If yes, describe. ___________________________________________________________________________________________ ________________________________________________________________________________________________________ v.What is the total area to be dredged or excavated? _____________________________________acres vi.What is the maximum area to be worked at any one time? _______________________________ acres vii.What would be the maximum depth of excavation or dredging? __________________________ feet viii.Will the excavation require blasting?9 Yes 9 No ix.Summarize site reclamation goals and plan: _____________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ b. Would the proposed action cause or result in alteration of, increase or decrease in size of, or encroachment 9 Yes 9 No into any existing wetland, waterbody, shoreline, beach or adjacent area? If Yes: i.Identify the wetland or waterbody which would be affected (by name, water index number, wetland map number or geographic description): ______________________________________________________________________________________________ _________________________________________________________________________________________________________ Page 5 of 13 ii. iii. Describe how the proposed action would affect that waterbody or wetland, e.g. excavation, fill, placement of structures, or alteration of channels, banks and shorelines. Indicate extent of activities, alterations and additions in square feet or acres: _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ Will the proposed action cause or result in disturbance to bottom sediments? Yes 9 No If Yes, describe: __________________________________________________________________________________________ iv.Will the proposed action cause or result in the destruction or removal of aquatic vegetation?9 Yes 9 No If Yes: •acres of aquatic vegetation proposed to be removed: ___________________________________________________________ •expected acreage of aquatic vegetation remaining after project completion:________________________________________ •purpose of proposed removal (e.g. beach clearing, invasive species control, boat access): ____________________________ ____________________________________________________________________________________________________ •proposed method of plant removal: ________________________________________________________________________ •if chemical/herbicide treatment will be used, specify product(s): _________________________________________________ v.Describe any proposed reclamation/mitigation following disturbance: _________________________________________________ _________________________________________________________________________________________________________ c. Will the proposed action use, or create a new demand for water? 9 Yes 9 No If Yes: i.Total anticipated water usage/demand per day: __________________________ gallons/day ii.Will the proposed action obtain water from an existing public water supply? 9 Yes 9 No If Yes: •Name of district or service area: _________________________________________________________________________ •Does the existing public water supply have capacity to serve the proposal? 9 Yes 9 No •Is the project site in the existing district? 9 Yes 9 No •Is expansion of the district needed? 9 Yes 9 No •Do existing lines serve the project site? 9 Yes 9 No iii.Will line extension within an existing district be necessary to supply the project? 9 Yes 9 No If Yes: •Describe extensions or capacity expansions proposed to serve this project: ________________________________________ ____________________________________________________________________________________________________ •Source(s) of supply for the district: ________________________________________________________________________ iv.Is a new water supply district or service area proposed to be formed to serve the project site? 9 Yes 9 No If, Yes: •Applicant/sponsor for new district: ________________________________________________________________________ •Date application submitted or anticipated: __________________________________________________________________ •Proposed source(s) of supply for new district: _______________________________________________________________ v.If a public water supply will not be used, describe plans to provide water supply for the project: ___________________________ _________________________________________________________________________________________________________ vi.If water supply will be from wells (public or private), what is the maximum pumping capacity: _______ gallons/minute. d. Will the proposed action generate liquid wastes?9 Yes 9 No If Yes: i.Total anticipated liquid waste generation per day: _______________ gallons/day ii.Nature of liquid wastes to be generated (e.g., sanitary wastewater, industrial; if combination, describe all components and approximate volumes or proportions of each): __________________________________________________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ iii.Will the proposed action use any existing public wastewater treatment facilities?9 Yes 9 No If Yes: •Name of wastewater treatment plant to be used: _____________________________________________________________ •Name of district: ______________________________________________________________________________________ •Does the existing wastewater treatment plant have capacity to serve the project?9 Yes 9 No • Is the project site in the existing district?9 Yes 9 No • Is expansion of the district needed?9 Yes 9 No Page 6 of 13 9 Yes 9 No •Do existing sewer lines serve the project site? •Will a line extension within an existing district be necessary to serve the project?9 Yes 9 No If Yes: •Describe extensions or capacity expansions proposed to serve this project: ____________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ iv.Will a new wastewater (sewage) treatment district be formed to serve the project site?9 Yes 9 No If Yes: •Applicant/sponsor for new district: ____________________________________________________________________ •Date application submitted or anticipated: _______________________________________________________________ •What is the receiving water for the wastewater discharge? __________________________________________________ v.If public facilities will not be used, describe plans to provide wastewater treatment for the project, including specifying proposed receiving water (name and classification if surface discharge or describe subsurface disposal plans): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ vi.Describe any plans or designs to capture, recycle or reuse liquid waste: _______________________________________________ ________________________________________________________________________________________________________ _______________________________________________________________________________________________________ e. Will the proposed action disturb more than one acre and create stormwater runoff, either from new point 9 Yes 9 No sources (i.e. ditches, pipes, swales, curbs, gutters or other concentrated flows of stormwater) or non-point source (i.e. sheet flow) during construction or post construction? If Yes: i.How much impervious surface will the project create in relation to total size of project parcel? _____ Square feet or _____ acres (impervious surface) _____ Square feet or _____ acres (parcel size) ii.Describe types of new point sources. __________________________________________________________________________ _________________________________________________________________________________________________________ iii.Where will the stormwater runoff be directed (i.e. on-site stormwater management facility/structures, adjacent properties, groundwater, on-site surface water or off-site surface waters)? _______________________________________________________________________________________________________ ________________________________________________________________________________________________________ •If to surface waters, identify receiving water bodies or wetlands: ________________________________________________ ____________________________________________________________________________________________________ ____________________________________________________________________________________________________ •Will stormwater runoff flow to adjacent properties?9 Yes 9 No iv.Does the proposed plan minimize impervious surfaces, use pervious materials or collect and re-use stormwater?9 Yes 9 No f. Does the proposed action include, or will it use on-site, one or more sources of air emissions, including fuel 9 Yes 9 No combustion, waste incineration, or other processes or operations? If Yes, identify: i. Mobile sources during project operations (e.g., heavy equipment, fleet or delivery vehicles) _________________________________________________________________________________________________________ ii.Stationary sources during construction (e.g., power generation, structural heating, batch plant, crushers) ________________________________________________________________________________________________________ iii.Stationary sources during operations (e.g., process emissions, large boilers, electric generation) ________________________________________________________________________________________________________ g. Will any air emission sources named in D.2.f (above), require a NY State Air Registration, Air Facility Permit,9 Yes 9 No or Federal Clean Air Act Title IV or Title V Permit? If Yes: i.Is the project site located in an Air quality non-attainment area? (Area routinely or periodically fails to meet 9 Yes 9 No ambient air quality standards for all or some parts of the year) ii.In addition to emissions as calculated in the application, the project will generate: •___________Tons/year (short tons) of Carbon Dioxide (CO2) •___________Tons/year (short tons) of Nitrous Oxide (N2O) •___________Tons/year (short tons) of Perfluorocarbons (PFCs) •___________Tons/year (short tons) of Sulfur Hexafluoride (SF6) •___________Tons/year (short tons) of Carbon Dioxide equivalent of Hydroflourocarbons (HFCs) •___________Tons/year (short tons) of Hazardous Air Pollutants (HAPs) Page 7 of 13 h. Will the proposed action generate or emit methane (including, but not limited to, sewage treatment plants,9 Yes 9 No landfills, composting facilities)? If Yes: i.Estimate methane generation in tons/year (metric): ________________________________________________________________ ii. Describe any methane capture, control or elimination measures included in project design (e.g., combustion to generate heat or electricity, flaring): ________________________________________________________________________________________ _________________________________________________________________________________________________________ i. Will the proposed action result in the release of air pollutants from open-air operations or processes, such as 9 Yes 9 No quarry or landfill operations? If Yes: Describe operations and nature of emissions (e.g., diesel exhaust, rock particulates/dust): _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ j. Will the proposed action result in a substantial increase in traffic above present levels or generate substantial 9 Yes 9 No new demand for transportation facilities or services? If Yes: i.When is the peak traffic expected (Check all that apply): † Morning † Evening †Weekend † Randomly between hours of __________ to ________. ii.For commercial activities only, projected number of truck trips/day and type (e.g., semi trailers and dump trucks): _____________ iii. iv. v. Parking spaces: Existing ___________________ Proposed ___________ Net increase/decrease _____________________ Does the proposed action include any shared use parking? Yes No 9 Yes 9 No vi.Are public/private transportation service(s) or facilities available within ½ mile of the proposed site? vii Will the proposed action include access to public transportation or accommodations for use of hybrid, electric 9 Yes 9 No or other alternative fueled vehicles? viii. Will the proposed action include plans for pedestrian or bicycle accommodations for connections to existing 9 Yes 9 No pedestrian or bicycle routes? k. Will the proposed action (for commercial or industrial projects only) generate new or additional demand 9 Yes 9 No for energy? If Yes: i.Estimate annual electricity demand during operation of the proposed action: ____________________________________________ _________________________________________________________________________________________________________ ii.Anticipated sources/suppliers of electricity for the project (e.g., on-site combustion, on-site renewable, via grid/local utility, or other): ________________________________________________________________________________________________________ iii.Will the proposed action require a new, or an upgrade, to an existing substation?9 Yes 9 No l. Hours of operation. Answer all items which apply. i. During Construction:ii.During Operations: •Monday - Friday: _________________________•Monday - Friday: ____________________________ •Saturday: ________________________________•Saturday: ___________________________________ •Sunday: _________________________________•Sunday: ____________________________________ •Holidays: ________________________________•Holidays: ___________________________________ If the proposed action includes any modification of existing roads, creation of new roads or change in existing access, describe:________________________________________________________________________________________________________ ________________________________________________________________________________________________________ Page 8 of 13 m. Will the proposed action produce noise that will exceed existing ambient noise levels during construction,9 Yes 9 No operation, or both? If yes: i.Provide details including sources, time of day and duration: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ ii. Will the proposed action remove existing natural barriers that could act as a noise barrier or screen?9 Yes 9 No Describe: _________________________________________________________________________________________________ _________________________________________________________________________________________________________ n. W thill prope os actioed havn e outd lighoor ting? 9 Yes 9 No If yes: i.Describe source(s), location(s), height of fixture(s), direction/aim, and proximity to nearest occupied structures: _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ ii.Will proposed action remove existing natural barriers that could act as a light barrier or screen?9 Yes 9 No Describe: _________________________________________________________________________________________________ _________________________________________________________________________________________________________ o.Does the proposed action have the potential to produce odors for more than one hour per day?9 Yes 9 No If Yes, describe possible sources, potential frequency and duration of odor emissions, and proximity to nearest occupied structures: ______________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ p.9 Yes 9 No Will the proposed action include any bulk storage of petroleum (combined capacity of over 1,100 gallons) or chemical products 185 gallons in above ground storage or any amount in underground storage? If Yes: i.Product(s) to be stored ______________________________________________________________________________________ii.Volume(s) ______ per unit time ___________ (e.g., month, year)iii.Generally, describe the proposed storage facilities:________________________________________________________________ ________________________________________________________________________________________________________ q. Will the proposed action (commercial, industrial and recreational projects only) use pesticides (i.e., herbicides,9 Yes 9 No insecticides) during construction or operation? If Yes: i.Describe proposed treatment(s): ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ ii.Will the proposed action use Integrated Pest Management Practices?9 Yes 9 No r. Will the proposed action (commercial or industrial projects only) involve or require the management or disposal 9 Yes 9 No of solid waste (excluding hazardous materials)? If Yes: i.Describe any solid waste(s) to be generated during construction or operation of the facility: •Construction: ____________________ tons per ________________ (unit of time) •Operation : ____________________ tons per ________________ (unit of time) ii.Describe any proposals for on-site minimization, recycling or reuse of materials to avoid disposal as solid waste: •Construction: ________________________________________________________________________________________ ____________________________________________________________________________________________________ •Operation: __________________________________________________________________________________________ ____________________________________________________________________________________________________ iii.Proposed disposal methods/facilities for solid waste generated on-site: •Construction: ________________________________________________________________________________________ ____________________________________________________________________________________________________ •Operation: __________________________________________________________________________________________ ____________________________________________________________________________________________________ Page 9 of 13 s. Does the proposed action include construction or modification of a solid waste management facility?9 Yes 9 No If Yes: i.Type of management or handling of waste proposed for the site (e.g., recycling or transfer station, composting, landfill, or other disposal activities): ___________________________________________________________________________________ ii.Anticipated rate of disposal/processing: •________ Tons/month, if transfer or other non-combustion/thermal treatment, or •________ Tons/hour, if combustion or thermal treatment iii.If landfill, anticipated site life: ________________________________ years t. Will the proposed action at the site involve the commercial generation, treatment, storage, or disposal of hazardous 9 Yes 9 No waste? If Yes: i.Name(s) of all hazardous wastes or constituents to be generated, handled or managed at facility: ___________________________ _________________________________________________________________________________________________________ _________________________________________________________________________________________________________ ii.Generally describe processes or activities involving hazardous wastes or constituents: ___________________________________ _________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iii. Specify amount to be handled or generated _____ tons/month iv.Describe any proposals for on-site minimization, recycling or reuse of hazardous constituents: ____________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ v.Will any hazardous wastes be disposed at an existing offsite hazardous waste facility?9 Yes 9 No If Yes: provide name and location of facility: _______________________________________________________________________ ________________________________________________________________________________________________________ If No: describe proposed management of any hazardous wastes which will not be sent to a hazardous waste facility: ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ E. Site and Setting of Proposed Action E.1. Land uses on and surrounding the project site a. Existing land uses. i.Check all uses that occur on, adjoining and near the project site. 9 Urban 9 Industrial 9 Commercial 9 Residential (suburban) 9 Rural (non-farm) 9 Forest 9 Agriculture 9 Aquatic 9 Other (specify): ____________________________________ ii.If mix of uses, generally describe: __________________________________________________________________________________________________________ __________________________________________________________________________________________________________ b. Land uses and covertypes on the project site. Land use or Covertype Current Acreage Acreage After Project Completion Change (Acres +/-) •Roads, buildings, and other paved or impervious surfaces •Forested •Meadows, grasslands or brushlands (non- agricultural, including abandoned agricultural) •Agricultural (includes active orchards, field, greenhouse etc.) •Surface water features (lakes, ponds, streams, rivers, etc.) •Wetlands (freshwater or tidal) •Non-vegetated (bare rock, earth or fill) •Other Describe: _______________________________ ________________________________________ Page 10 of 13 c. Is the project site presently used by members of the community for public recreation?9 Yes 9 No i.If Yes: explain: __________________________________________________________________________________________ d. Are there any facilities serving children, the elderly, people with disabilities (e.g., schools, hospitals, licensed 9 Yes 9 No day care centers, or group homes) within 1500 feet of the project site? If Yes, i.Identify Facilities: ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ e. Does the project site contain an existing dam?9 Yes 9 No If Yes: i.Dimensions of the dam and impoundment: •Dam height: _________________________________ feet •Dam length: _________________________________ feet •Surface area: _________________________________ acres •Volume impounded: _______________________________ gallons OR acre-feet ii.Dam=s existing hazard classification: _________________________________________________________________________ iii.Provide date and summarize results of last inspection: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ f. Has the project site ever been used as a municipal, commercial or industrial solid waste management facility,9 Yes 9 No or does the project site adjoin property which is now, or was at one time, used as a solid waste management facility? If Yes: i. Has the facility been formally closed?9 Yes 9 No •If yes, cite sources/documentation: _______________________________________________________________________ ii.Describe the location of the project site relative to the boundaries of the solid waste management facility: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ iii.Describe any development constraints due to the prior solid waste activities: __________________________________________ _______________________________________________________________________________________________________ g. Have hazardous wastes been generated, treated and/or disposed of at the site, or does the project site adjoin 9 Yes 9 No property which is now or was at one time used to commercially treat, store and/or dispose of hazardous waste? If Yes: i.Describe waste(s) handled and waste management activities, including approximate time when activities occurred: _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ h. Potential contamination history. Has there been a reported spill at the proposed project site, or have any 9 Yes 9 No remedial actions been conducted at or adjacent to the proposed site? If Yes: i.Is any portion of the site listed on the NYSDEC Spills Incidents database or Environmental Site 9 Yes 9 No Remediation database? Check all that apply: 9 Yes – Spills Incidents database Provide DEC ID number(s): ________________________________ 9 Yes – Environmental Site Remediation database Provide DEC ID number(s): ________________________________ 9 Neither database ii.If site has been subject of RCRA corrective activities, describe control measures:_______________________________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ iii.Is the project within 2000 feet of any site in the NYSDEC Environmental Site Remediation database?9 Yes 9 No If yes, provide DEC ID number(s): ______________________________________________________________________________ iv.If yes to (i), (ii) or (iii) above, describe current status of site(s): _______________________________________________________________________________________________________ _______________________________________________________________________________________________________ Page 11 of 13 v.Is the project site subject to an institutional control limiting property uses?9 Yes 9 No •If yes, DEC site ID number: ____________________________________________________________________________ •Describe the type of institutional control (e.g., deed restriction or easement): ____________________________________ •Describe any use limitations: ___________________________________________________________________________ •Describe any engineering controls: _______________________________________________________________________ •Will the project affect the institutional or engineering controls in place?9 Yes 9 No •Explain: ____________________________________________________________________________________________ ___________________________________________________________________________________________________ ___________________________________________________________________________________________________ E.2. Natural Resources On or Near Project Site a. What is the average depth to bedrock on the project site? ________________ feet b. Are there bedrock outcroppings on the project site?9 Yes 9 No If Yes, what proportion of the site is comprised of bedrock outcroppings? __________________% c. Predominant soil type(s) present on project site: ___________________________ __________% ___________________________ __________% ____________________________ __________% d. What is the average depth to the water table on the project site? Average: _________ feet e. Drainage status of project site soils: 9 Well Drained:_____% of site 9 Moderately Well Drained: _____% of site 9 Poorly Drained _____% of site f. Approximate proportion of proposed action site with slopes: 9 0-10%:_____% of site 9 10-15%: _____% of site 9 15% or greater: _____% of site g. Are there any unique geologic features on the project site?9 Yes 9 No If Yes, describe: _____________________________________________________________________________________________ ________________________________________________________________________________________________________ h. Surface water features. i.Does any portion of the project site contain wetlands or other waterbodies (including streams, rivers,9 Yes 9 No ponds or lakes)? ii.Do any wetlands or other waterbodies adjoin the project site?9 Yes 9 No If Yes to either i or ii, continue. If No, skip to E.2.i. iii.Are any of the wetlands or waterbodies within or adjoining the project site regulated by any federal,9 Yes 9 No state or local agency? iv.For each identified regulated wetland and waterbody on the project site, provide the following information:•Streams: Name ____________________________________________ Classification _______________________ •Lakes or Ponds: Name ____________________________________________ Classification _______________________•Wetlands: Name ____________________________________________ Approximate Size ___________________ •Wetland No. (if regulated by DEC) _____________________________ v.Are any of the above water bodies listed in the most recent compilation of NYS water quality-impaired 9 Yes 9 No waterbodies? If yes, name of impaired water body/bodies and basis for listing as impaired: _____________________________________________ ___________________________________________________________________________________________________________ i.Is the project site in a designated Floo dway?9 Yes 9 No j.Is the project site in the 100-year Floodplain?9 Yes 9 No k.Is the project site in the 500-year Floodplain?9 Yes 9 No l. Is the project site located over, or immediately adjoining, a primary, principal or sole source aquifer?9 Yes 9 No If Yes: i.Name of aquifer: _________________________________________________________________________________________ Page 12 of 13 m. Identify the predominant wildlife species that occupy or use the project site: ______________________________ ______________________________ _______________________________ ______________________________ ______________________________ _______________________________ ______________________________ n. Does the project site contain a designated significant natural community?9 Yes 9 No If Yes: i.Describe the habitat/community (composition, function, and basis for designation): _____________________________________ ________________________________________________________________________________________________________ ii.Source(s) of description or evaluation: ________________________________________________________________________ iii.Extent of community/habitat: •Currently: ______________________ acres •Following completion of project as proposed: _____________________ acres •Gain or loss (indicate + or -): ______________________ acres o. Does project site contain any species of plant or animal that is listed by the federal government or NYS as 9 Yes 9 No endangered or threatened, or does it contain any areas identified as habitat for an endangered or threatened species? p. Does the project site contain any species of plant or animal that is listed by NYS as rare, or as a species of 9 Yes 9 No special concern? q. Is the project site or adjoining area currently used for hunting, trapping, fishing or shell fishing?9 Yes 9 No If yes, give a brief description of how the proposed action may affect that use: ___________________________________________ ________________________________________________________________________________________________________ E.3. Designated Public Resources On or Near Project Site a. Is the project site, or any portion of it, located in a designated agricultural district certified pursuant to 9 Yes 9 No Agriculture and Markets Law, Article 25-AA, Section 303 and 304? If Yes, provide county plus district name/number: _________________________________________________________________ b. Are agricultural lands consisting of highly productive soils present?9 Yes 9 No i.If Yes: acreage(s) on project site? ___________________________________________________________________________ ii.Source(s) of soil rating(s): _________________________________________________________________________________ c. Does the project site contain all or part of, or is it substantially contiguous to, a registered National 9 Yes 9 No Natural Landmark? If Yes: i.Nature of the natural landmark: 9 Biological Community 9 Geological Feature ii.Provide brief description of landmark, including values behind designation and approximate size/extent: ___________________ ________________________________________________________________________________________________________ ________________________________________________________________________________________________________ d. Is the project site located in or does it adjoin a state listed Critical Environmental Area?9 Yes 9 No If Yes: i.CEA name: _____________________________________________________________________________________________ ii.Basis for designation: _____________________________________________________________________________________ iii.Designating agency and date: ______________________________________________________________________________ If Yes: i.Species and listing (endangered or threatened):______________________________________________________________________________ ________________________________________________________________________________________________________________________ ________________________________________________________________________________________________________________________ If Yes: i.Species and listing:____________________________________________________________________________________________________ _______________________________________________________________________________________________________________________ Page 13 of 13 e. Does the project site contain, or is it substantially contiguous to, a building, archaeological site, or district 9 Yes 9 No which is listed on the National or State Register of Historic Places, or that has been determined by the Commissioner of the NYS Office of Parks, Recreation and Historic Preservation to be eligible for listing on the State Register of Historic Places? If Yes: i.Nature of historic/archaeological resource: 9 Archaeological Site 9 Historic Building or District ii.Name: _________________________________________________________________________________________________ iii.Brief description of attributes on which listing is based: _______________________________________________________________________________________________________ f. Is the project site, or any portion of it, located in or adjacent to an area designated as sensitive for 9 Yes 9 No archaeological sites on the NY State Historic Preservation Office (SHPO) archaeological site inventory? g. Have additional archaeological or historic site(s) or resources been identified on the project site?9 Yes 9 No If Yes: i. Describe possible resource(s): _______________________________________________________________________________ ii.Basis for identification: ___________________________________________________________________________________ h.9 Yes 9 No Is the project site within fives miles of any officially designated and publicly accessible federal, state, or local scenic or aesthetic resource? If Yes: i.Identify resource: _________________________________________________________________________________________ ii.Nature of, or basis for, designation (e.g., established highway overlook, state or local park, state historic trail or scenic byway, etc.): ___________________________________________________________________________________________________ iii.Distance between project and resource: _____________________ miles. i. Is the project site located within a designated river corridor under the Wild, Scenic and Recreational Rivers 9 Yes 9 No Program 6 NYCRR 666? If Yes: i.Identify the name of the river and its designation: ________________________________________________________________ ii.Is the activity consistent with development restrictions contained in 6NYCRR Part 666?9 Yes 9 No F. Additional Information Attach any additional information which may be needed to clarify your project. If you have identified any adverse impacts which could be associated with your proposal, please describe those impacts plus any measures which you propose to avoid or minimize them. G. Verification I certify that the information provided is true to the best of my knowledge. Applicant/Sponsor Name ___________________________________ Date_______________________________________ Signature________________________________________________ Title_______________________________________ EAF Mapper Summary Report Sunday, November 23, 2025 7:01 PM Disclaimer: The EAF Mapper is a screening tool intended to assist project sponsors and reviewing agencies in preparing an environmental assessment form (EAF). Not all questions asked in the EAF are answered by the EAF Mapper. Additional information on any EAF question can be obtained by consulting the EAF Workbooks. Although the EAF Mapper provides the most up-to-date digital data available to DEC, you may also need to contact local or other data sources to confirm data provided by the Mapper or to obtain data not provided by the Mapper. B.i.i [Coastal or Waterfront Area]No B.i.ii [Local Waterfront Revitalization Area]No C.2.b. [Special Planning District]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h [DEC Spills or Remediation Site - Potential Contamination History] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.i [DEC Spills or Remediation Site - Listed] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.i [DEC Spills or Remediation Site - Environmental Site Remediation Database] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.1.h.iii [Within 2,000' of DEC Remediation Site] No E.2.g [Unique Geologic Features]No E.2.h.i [Surface Water Features]Yes - Digital mapping information on local, New York State, and federal wetlands and waterbodies is known to be incomplete. Refer to the EAF Workbook. E.2.h.ii [Surface Water Features]Yes - Digital mapping information on local, New York State, and federal wetlands and waterbodies is known to be incomplete. Refer to the EAF Workbook. E.2.h.iii [Surface Water Features]Yes - Digital mapping information on local, New York State, and federal wetlands and waterbodies is known to be incomplete. Refer to the EAF Workbook. E.2.h.iv [Surface Water Features - Stream Name] 898-323 E.2.h.iv [Surface Water Features - Stream Classification] A E.2.h.iv [Surface Water Features - Wetlands Name] Federal Waters E.2.h.v [Impaired Water Bodies]No 1Full Environmental Assessment Form - EAF Mapper Summary Report E.2.i. [Floodway]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.j. [100 Year Floodplain]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.k. [500 Year Floodplain]Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.2.l. [Aquifers]No E.2.n. [Natural Communities]No E.2.o. [Endangered or Threatened Species]Yes E.2.o. [Endangered or Threatened Species - Name] Glaucous Sedge, Reflexed Sedge E.2.p. [Rare Plants or Animals]No E.3.a. [Agricultural District]No E.3.c. [National Natural Landmark]No E.3.d [Critical Environmental Area]No E.3.e. [National or State Register of Historic Places or State Eligible Sites] Digital mapping data are not available or are incomplete. Refer to EAF Workbook. E.3.f. [Archeological Sites]No E.3.i. [Designated River Corridor]No 2Full Environmental Assessment Form - EAF Mapper Summary Report January 2, 2024 File No. 15.0167244.00 Mr. Ryan McCune Nexamp, Inc. 101 Summer Street, 2nd Floor Boston, MA 02110 Re: Wetland Delineation Report Troy Road Ithaca, New York Tax Parcel ID: 49.-1-26.2 Dear Mr. Ryan McCune: Pursuant to our proposal dated October 18, 2023, GZA GeoEnvironmental, Inc. (GZA) reviewed the above-referenced property for the presence of regulated wetland and waterbody resources using current State and Federal methodologies. The purpose of this work was to identify areas that may be subject to the jurisdiction of the United States Army Corps of Engineers (USACE) pursuant to Section 404 of the Clean Water Act (CWA), and/or the New York State Department of Environmental Conservation (NYSDEC) pursuant to Freshwater Wetlands Act [Article 24 and Title 23 of Article 71 of the Environmental Conservation Law (ECL)] and Article 15 ECL-Protection of Waters. This letter summarizes the findings of the desktop review and field delineation completed by GZA and is subject to the Limitations provided as Attachment A. Introduction GZA was retained by Nexamp (Client) to perform a wetland and waterbody delineation on the property located on Troy Road, Ithaca, New York. The tax parcel (49.-1-26.2) consists of approximately 62 acres of undeveloped forest and fields. The Study Area (Site) within the parcel consists of approximately 22.4 acres. See Figure 1 for the Site Location Map. GZA reviewed available background information including the New York State Department of Environmental Conservation (NYSDEC) Freshwater Wetlands Map1, the U.S. Fish and Wildlife Service (USFWS) National Wetland Inventory Map2, the Natural Resources Conservation Service (NRCS) Web Soil Survey Map3, the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM)4, United States Geological Survey (USGS) National 1 New York State Department of Environmental Conservation, Environmental Resource Mapper, 2023 [Website]. Available at: http://www.dec.ny.gov/gis/erm/ 2 U.S. Fish and Wildlife Service, National Wetlands Inventory, Wetland Mapper, 2023 [Website]. Available at: https://www.fsw.gov/wetaldns/data/mapper.html 3 United States Department of Agriculture, National Resource Conservation Service, Web Soil Survey, 2023 [Website]. Available at: https://websilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx 4 Federal Emergency Management Agency (FEMA) 2023. FEMA Flood Map Service Center. Available at: https://msc.fema.gov/portal/home January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 2 active by Design Mapper5, and commercially available aerial imagery. Following this desktop review, GZA conducted a field visit to delineate wetland and waterbody resources at the Site. Wetland scientists from GZA conducted the wetland and waterbody delineation on November 2 and 3, 2023 within the Site. Wetlands and waterbodies were delineated using the methodology outlined in the Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1, using the Routine Determination Method; in conjunction with the Regional Supplement to the Corps 1987 Wetland Delineation Manual: North Central and Northeast Region, Technical Report ERDC/EL TR-09-19; North American Digital Flora: National Wetland Plant List, Version 2.4.0 US Army Corps of Engineers, Engineer Research and Development Center, Cold Regions Research and Engineering Laboratory, Hanover, NH and BONAP, Chapel Hill, NC (2012); and Field Indicators for Identifying Hydric Soils in New England, Version 4 (2018). GPS data for wetlands, waterbodies and other key site features were obtained in the field using a handheld, sub-meter Global Positioning System (GPS). GZA identified and delineated three wetlands and three streams within the Site boundary. Photographs taken during field work are provided in the Appendix A – Photo Log. Desktop Review Results The Site is located approximately 0.4 miles south of the intersection of Troy Road and Coddington Road in Ithaca, NY. A review of the National Mapper5 shows that the Site is gradually sloped to the northeast, with elevations ranging from 1,166 feet NAVD88 to 1,000 feet NAVD88. A review of the NYSDEC freshwater wetlands mapper1 does not identify any state regulated wetlands within the Site. The nearest mapped NYSDEC wetland (TW-9) is located ±2.45 miles to the west. The NYSDEC freshwater wetlands mapper1 does identify one unnamed classified stream (Class A) flowing through the Site. The USFWS National Wetland Inventory (NWI) mapper2 (Figure 2) does identify one riverine wetland classified as R4SBC, which is located at the northern portion of the Site and flows to the northwest. The following describes the resources located within the Site: • Riverine, Intermittent, Streambed, Seasonally Flooded (R4SBC) The NRCS Jefferson County Soil Survey map provided in Appendix C – Soil Report, available online through the Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm, mapped the following soil series within the Site: Table 1. Study Area Soils Based on NRCS Web Soil Survey Mapping Unit Soil Name Drainage Class BgC Bath and Valois soils 5-15 Well drained 0 21.5 EbB Erie channery silt loam 3-8 5 72.1 EbC Erie channery silt loam 8-15 5 0.9 5 U.S. Geological Survey, The National Map, 2023 [Website]. Available at: https://viewer.nationalmap.gov/advanced-viewer/ January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 3 active by Design A review of the FEMA Flood Insurance Map effective June 19, 1985, maps the Site as Zone C, which are areas of minimal flood hazard4. Wetland Delineation Findings GZA’s wetland delineation, completed on November 2nd and 3rd, 2023, identified three wetlands and three streams within the Site as summarized below. Wetland A: Wetland A is located along the proposed access road for the Site and exhibits characteristics of an emergent wetland (PEM). Wetland A is approximately 0.02 acres in area and continues offsite to the north (Figure 3 - Waters & Wetlands Delineation Map). The vegetation present within Wetland A consists of scrub-shrub and emergent wetland vegetation. There is no vegetation in the tree stratum; part of Wetland A is within a transmission right-of-way (ROW). and is subject to vegetation maintenance. Vegetation in the shrub stratum consists of silky dogwood (Swida amomum, FACW) and Tartarian honeysuckle (Lonicera tatarica, FACU). Vegetation in the herb stratum consists of soft rush (Juncus effusus, OBL), sensitive fern (Onoclea sensibilis, FACW), grass-leaved goldenrod (Euthamia graminifolia, FAC), creeping buttercup (Ranunculus repens, FAC), several species of grass, a species of sedge (Carex sp.), and a species of goldenrod (Solidago sp.). Soils exhibited hydric conditions such as a dark matrix with low chroma and distinct redox concentrations, meeting the criteria for hydric soil indicator F6 (Redox Dark Surface). Hydrologic indicators include saturation to surface and FAC-Neutral test. Wetland B: Wetland B is located near the northwestern corner and center of the Site and is approximately 1.94 acres in area and exhibits characteristics of a forested wetland (PFO) (Figure 3 - Waters & Wetlands Delineation Map). Wetland B extends across the existing transmission ROW that runs through the middle of the Site utilizing multiple culverts which allow for flow underneath the access route. The vegetation present within Wetland B consists of forested, scrub-shrub, and emergent wetland vegetation. Vegetation in the tree stratum consists of European buckthorn (Rhamnus cathartica, FAC). Vegetation in the shrub stratum consists of Tartarian honeysuckle (Lonicera tatarica, FACU). Vegetation in the herb stratum consists of creeping buttercup (Ranunculus repens, FAC), reed canary grass (Phalaris arundinacea, FACW), creeping yellow-loosestrife (Lysimachia nummularia, FACW), grass-leaved goldenrod (Euthamia graminifolia, FAC), and several species of grass. Soils exhibited hydric conditions such as a depleted matrix with low chroma, meeting the criteria for hydric soil indicator F3 (Depleted Matrix). Hydrologic indicators include saturation to surface. Wetland C: Wetland C is located in the southeastern corner of the Site and is approximately 4.92 acres in area and exhibits characteristics of an emergent wetland (PEM) (Figure 3 - Waters & Wetlands Delineation Map). Wetland C extends across the existing transmission ROW that runs through the middle of the Site. The vegetation within Wetland C consists of forested, scrub-shrub, and emergent wetland vegetation. Vegetation in the tree stratum consists of green ash (Fraxinus pennsylvanica, FACW). Vegetation in the shrub stratum consists of rambler rose (Rosa multiflora, FACU) and gray dogwood (Swida racemose, FAC). Vegetation in the herb stratum consists of soft rush (Juncus effusus, OBL), sensitive fern (Onoclea sensibilis, FACW), swamp dewberry (Rubus hispidus, FACW), graa- January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 4 active by Design leaved goldenrod (Euthamia graminifolia, FAC), creeping buttercup (Ranunculus repens, FAC), northern bedstraw (Galium boreale, FAC), rambler rose (Rosa multiflora, FACU), and several species of grass. Soils exhibits hydric conditions such as a low chroma and distinct redox concentrations, meeting the criteria for hydric soil indicator S5 (Sandy Redox). Hydrologic indicators include saturation to surface and FAC-Neutral test. Stream 1: Stream 1 is located in the northwestern corner of the Site (Figure 3 - Waters & Wetlands Delineation Map). This unnamed stream is classified as Class A and is made up of multiple channels flowing in a northeasterly direction offsite into Sixmile Creek and then to the northwest where is discharges into Cayuga Lake, both of which are navigable waterways. The stream’s substrate consists of cobbles; stream widths ranged from 2 to 10 feet; and stream depth at the time of the delineation was approximately 2 inches. Stream 2: Stream 2 is located near the center of the Site (Figure 3 - Waters & Wetlands Delineation Map). Stream 2 is unnamed, unmapped, and flows to the northeast offsite. The stream’s substrate consists of silt; stream widths ranged from 1 to 4 feet wide; and stream depth ranged from 2-4 inches. Stream 3: Stream 3 is located in the southeastern corner of the Site (Figure 3 - Waters & Wetlands Delineation Map). Stream 3 is unnamed and unmapped, but it flows to the southeast offsite into a mapped (Class A) tributary to Sixmile Creek. The stream’s substrate consists of cobbles; stream widths range from 1 to 10 feet; and stream depths range from 2 to 4 inches. Other Observations on Site Micro Depressions: GZA observed several small, concaved areas or ‘micro depressions’ located along the western edge of the Site (Figure 3 – Waters & Wetlands Delineation). These depressions tend to temporarily pool water but do not qualify as State or Federal wetlands. Drainage: GZA observed several drainage features in the southwestern corner of the Site (Figure 3 - Waters & Wetlands Delineation Map). Two drainages flow into Wetland B and two drainages flow into Wetland C. These drainages range from 1 to 2 feet wide and 1 to 2 inches deep at the time of observation, with cobbles and silt making up the substrate. Shagbark Hickory Stands: GZA observed multiple stands of Shagbark Hickory (Carya ovata) within the Site. Shagbark Hickory is known to be a potential roosting habitat for the federally endangered Northern Long-eared Bat (Myotis septentrionalis). Before any work associated with the project commences (i.e., site disturbance, tree clearing, etc.), consultation with the U.S. Fish & Wildlife Service is recommended to avoid violating section 7(c) of the Endangered Species Act of 1973, as amended (16 U.S.C. 1531 et seq.). January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 5 active by Design Regulatory Authority New York State Department of Environmental Conservation The Freshwater Wetlands Act [Article 24 and Title 23 of Article 71 of the Environmental Conservation Law (ECL)] gives the NYSDEC jurisdiction over state-protected wetlands and an adjacent 100-foot protective upland buffer area. There does not appear to be any connection between Wetlands A, B, or C with mapped NYSDEC wetlands. Therefore, GZA anticipates that NYSDEC will not likely assert jurisdiction over Wetlands A, B, or C. The Use and Protection of Waters Regulation [Article 15 Part 608 of the Environmental Conservation Law (ECL)] gives the NYSDEC jurisdiction over state-protected streams. Stream 1 is classified as a Class A stream and therefore does fall within the definition of a protected stream. NYSDEC will assert jurisdiction over Stream 1. Stream 2 is not mapped and therefore does not fall within the definition of a protected stream. Stream 3 is not mapped but does flow into an unnamed mapped stream classified as Class A immediately southeast of the Site. Therefore, GZA anticipates that NYSDEC may assert jurisdiction over Stream 3. United States Army Corps of Engineers (USACE) In accordance with Section 404 of the Clean Water Act (CWA), the USACE asserts jurisdiction over Waters of the United States (WOTUS). WOTUS are defined as wetlands, streams, and other aquatic resources under the regulatory authority per Title 33 Code of Federal Regulations (CFR) Part 328 and the United States Environmental Protection Agency (EPA) per Title 40 CFR Part 230.3(s). Wetlands are defined as “those areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions” (33 CFR 328.3[c]). The U.S. EPA and USACE revised the definition of WOTUS which became effective September 8, 2023. Based on the current rule, GZA understands the USACE will assert jurisdiction over the following categories of “waters of the United States” defined in 33 CFR 328.3 and as described below: (a)(1) Waters which are: (i) Currently used, or were used in the past, or may be susceptible to use in interstate or foreign commerce, including all waters which are subject to the ebb and flow of the tide; (ii) The territorial seas; or (iii) Interstate waters; (a)(2) Impoundments of waters otherwise defined as waters of the United States under this definition, other than impoundments of waters identified under paragraph (a)(5) of this section; (a)(3) Tributaries of waters identified in paragraph (a)(1) or (2) of this section that are relatively permanent, standing or continuously flowing bodies of water; January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 6 active by Design (a)(4) Wetlands adjacent to the following waters: (i) Waters identified in paragraph (a)(1) of this section; or (ii) Relatively permanent, standing or continuously flowing bodies of water identified in paragraph (a)(2) or (a)(3) of this section and with a continuous surface connection to those waters; (a)(5) Intrastate lakes and ponds, streams, or wetlands not identified in paragraphs (a)(1) through (4) of this section that are relatively permanent, standing or continuously flowing bodies of water with a continuous surface connection to the waters identified in paragraph (a)(1) or (a)(3) of this section. Eight exclusions from the definition of "waters of the United States" are codified at paragraph (b), and key terms are defined at paragraph (c). "Adjacent" is defined at (c)(2) as "having a continuous surface connection." These exclusions are described below: (1) Waste treatment systems, including treatment ponds or lagoons, designed to meet the requirements of the Clean Water Act; (2) Prior converted cropland designated by the Secretary of Agriculture. The exclusion would cease upon a change of use, which means that the area is no longer available for the production of agricultural commodities. Notwithstanding the determination of an area’s status as prior converted cropland by any other Federal agency, for the purposes of the Clean Water Act, the final authority regarding Clean Water Act jurisdiction remains with EPA; (3) Ditches (including roadside ditches) excavated wholly in and draining only dry land and that do not carry a relatively permanent flow of water; (4) Artificially irrigated areas that would revert to dry land if the irrigation ceased; (5) Artificial lakes or ponds created by excavating or diking dry land to collect and retain water and which are used exclusively for such purposes as stock watering, irrigation, settling basins, or rice growing; (6) Artificial reflecting or swimming pools or other small ornamental bodies of water created by excavating or diking dry land to retain water for primarily aesthetic reasons; (7) Waterfilled depressions created in dry land incidental to construction activity and pits excavated in dry land for the purpose of obtaining fill, sand, or gravel unless and until the construction or excavation operation is abandoned and the resulting body of water meets the definition of waters of the United States; and (8) Swales and erosional features (e.g., gullies, small washes) characterized by low volume, infrequent, or short duration flow. Section 404 of the CWA establishes a program to regulate the discharge of dredged or fill material into waters of the United States, including wetlands. Activities in waters of the United States regulated under this program include fill for development, water resource projects (such as dams and levees), infrastructure development (such as highways and airports) and mining projects. Section 404 requires a permit before dredged or fill material may be discharged into waters of the United States, unless the activity is exempt from Section 404 regulation (e.g., certain farming and forestry activities). Wetlands B and C likely meet the definition of (a)(4) and (c)(2) as described above. GZA anticipates that USACE will likely assert jurisdiction over Wetlands B and C. Wetland A does not meet the definition of (a)(4) or (c)(2) as described above. GZA anticipates that USACE will not likely assert jurisdiction over Wetland A. Based on a review of the USGS National Mapper National Hydrography Dataset, Stream 1 is an intermittent stream. It flows in a generally northeast direction offsite and the flows into Sixmile Creek. Sixmile Creek then flows in a northwest direction towards the City of Ithaca and into the Cayuga Inlet, which then flows north into Cayuga Lake, all of which are January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 7 active by Design navigable waterways. Stream 1 meets the definition of (a)(3) as described above, therefore, GZA anticipates that USACE will likely assert jurisdiction over Stream 1. Based on a review of the USGS National Mapper National Hydrography Dataset, Stream 2 does not meet the definition of (a)(3) as described above. GZA anticipates that USACE will not likely assert jurisdiction over Stream 2. Based on a review of the USGS National Mapper National Hydrography Dataset, Stream 3 flows directly into an unnamed intermittent stream immediately southeast of the Site. It flows in a generally southeast direction into the unnamed stream, which then flows in a generally northeast direction into Sixmile Creek. Sixmile Creek then flows in a northwest direction towards the City of Ithaca and into the Cayuga Inlet, which then flows north into Cayuga Lake, all of which are navigable waterways. Stream 3 may meet the definition of (a)(3) as described above, therefore, GZA anticipates that USACE may assert jurisdiction over Stream 3. Final determination of the jurisdictional status of the wetlands and streams identified within the Site will be made by the USACE by an approved jurisdictional determination process. Conclusions GZA completed a desktop review of publicly available databases and a wetland and waterbody delineation within the Site described above. The results of this work are summarized below: • The Desktop review did not identify any state regulated wetlands but did identify one unnamed classified stream (Class A) flowing through the Site. The NWI mapper does identify one riverine wetland classified as R4SBC, which is located at the northern portion of the Site and flows to the northwest. The majority of the Site is considered to have somewhat poorly drained soils according to the NRCS Web Soil Survey mapper. • The field delineation conducted on November 2 and 3, 2023, identified three wetlands and three streams within the Site. • Wetlands A, B, and C are not connected to a state mapped wetland. NYSDEC will not likely assert jurisdiction over Wetlands A, B, or C. • Stream 2 is not a protected stream. NYSDEC will likely not assert jurisdiction over Stream 2. • Streams 1 and 3 are classified as protected streams. NYSDEC will likely assert jurisdiction over Streams 1 and 3. • Wetland A does not have a surface connection to a water of the United States. USACE will not likely assert jurisdiction over Wetland A. • Wetlands B and C appear to have a surface connection to a water of the United States. USACE will likely assert jurisdiction over Wetlands B and C. • Stream 2 is not a tributary to a navigable waterway. USACE will not likely assert jurisdiction over Stream 2. • Streams 1 and 3 are tributaries to a navigable waterway. USACE will likely assert jurisdiction over Streams 1 and 3. • Final determination of the jurisdictional status of the wetlands and streams identified within the Site will be made by both the USACE and the NYSDEC upon completion of detailed reviews by those agencies as part of a formal Jurisdictional Determination process. January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 8 active by Design Should you have any questions or require additional information, please contact Joe Rogers at (413) 218-2959 or by email at Joseph.Rogers@gza.com. Sincerely, GZA GEOENVIRONMENTAL, INC. Joe Rogers, PWS, CESSWI Deborah M. Zarta Gier, CNRP Stephen L. Lecco, AICP, CEP, PWS Senior Project Manager Principal in Charge Consultant/Reviewer Attachments: Attachment A - Limitations Figure 1 Site Location Figure 2 Resource Map Figure 3 Wetland Map Appendix A - Photo Log Appendix B - Data Forms Appendix C - Soil Report January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 9 active by Design ATTACHMENT A – LIMITATIONS NATURAL RESOURCE SURVEY AND ASSESSMENT LIMITATIONS 15.0167244.00 Page | 1 January 2015 active by Design USE OF REPORT 1. GZA GeoEnvironmental, Inc. (GZA) has prepared this report on behalf of, and for the exclusive use of NEXAMP, INC. (“Client”) for the stated purpose(s) and location(s) identified in the report. Use of this report, in whole or in part, at other locations, or for other purposes, may lead to inappropriate conclusions; and we do not accept any responsibility for the consequences of such use(s). Further, reliance by any party not identified in the agreement, for any use, without our prior written permission, shall be at that party’s risk, and without any liability to GZA. STANDARD OF CARE 2. GZA’s findings and conclusions are based on the work conducted as part of the Scope of Services set forth in the Report and/or proposal, and reflect our professional judgment. These findings and conclusions must be considered not as scientific or engineering certainties, but rather as our professional opinions concerning the data gathered and observations made during the course of our work. Conditions other than described in this report may be found at the subject location(s). 3. GZA’s services were performed using the degree of skill and care ordinarily exercised by qualified professionals performing the same type of services, at the same time, under similar conditions, at the same or a similar property. No warranty, expressed or implied, is made. LIMITS TO OBSERVATIONS 4. Natural resource characteristics are inherently variable. Biological community composition and diversity can be affected by seasonal, annual or anthropogenic influences. In addition, soil conditions are reflective of subsurface geologic materials, the composition and distribution of which vary spatially. 5. The observations described in this report were made on the dates referenced and under the conditions stated therein. Conditions observed and reported by GZA reflect the conditions that could be reasonably observed based upon the visual observations of surface conditions and/or a limited observation of subsurface conditions at the specific time of observation. Such conditions are subject to environmental and circumstantial alteration and may not reflect conditions observable at another time. 6. The conclusions and recommendations contained in this report are based upon the data obtained from a limited number of surveys performed during the course of our work on the site, as described in the Report. There may be variations between these surveys and other past or future surveys due to inherent environmental and circumstantial variability. RELIANCE ON INFORMATION FROM OTHERS 7. Preparation of this Report may have relied upon information made available by Federal, state and local authorities; and/or work products prepared by other professionals as specified in the report. Unless specifically stated, GZA did not attempt to independently verify the accuracy or completeness of that information. COMPLIANCE WITH REGULATIONS AND CODES 8. GZA’s services were performed to render an opinion on the presence and/or condition of natural resources as described in the Report. Standards used to identify or assess these resources as well as regulatory jurisdiction, if any, are stated in the Report. Standards for identification of jurisdictional resources and regulatory control over them may vary between governmental agencies at Federal, state and local levels and are subject to change over time which may affect the conclusions and findings of this report. NATURAL RESOURCE SURVEY AND ASSESSMENT LIMITATIONS 15.0167244.00 Page | 2 January 2015 active by Design NEW INFORMATION 9. In the event that the Client or others authorized to use this report obtain information on environmental regulatory compliance issues at the site not contained in this report, such information shall be brought to GZA's attention forthwith. GZA will evaluate such information and, on the basis of this work, may modify the conclusions stated in this report. ADDITIONAL SERVICES 10. GZA recommends that we be retained to provide further investigation, if necessary, which would allow GZA to (1) observe compliance with the concepts and recommendations contained herein; (2) evaluate whether the manner of implementation creates a potential new finding; and (3) evaluate whether the manner of implementation affects or changes the conditions on which our opinions were made. January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 10 active by Design FIGURES Esri, HERE, Garmin, (c) OpenStreetMap contributors, and the GIS usercommunity, Copyright:© 2013 National Geographic Society, i-cubed Esri, HERE, Garmin, (c)OpenStreetMap contributors, © 2023 GZA GeoEnvironmental, Inc. \\GZASPRINGFIELD\Jobs\0 167200 - 0 167299\15.0167244.00 Nexamp Wetland Delineations 10 Sites\GIS\Nexamp Site 10 Troy Heights Solar - Site Locus.mxd, 12/19/2023, 4:46:50 PM, Megan.Wilckens TROY HEIGHTS SOLAR127 TROY ROAD, ITHACA, NY SITE LOCUS JOB NO. FIGURE NO. Data Supplied by : 1 15.0167244.00 401,000 2,000 3,000500 Feet This map presents land cover imagery for the world and detailed topographic maps for the UnitedStates. The map includes the National Park Service (NPS) Natural Earth physical map at 1.24km perpixel for the world at small scales, i-cubed eTOPO 1:250,000-scale maps for the contiguous UnitedStates at medium scales, and National Geographic TOPO! 1:100,000 and 1:24,000-scale maps(1:250,000 and 1:63,000 in Alaska) for the United States at large scales. The TOPO! maps areseamless, scanned images of United States Geological Survey (USGS) paper topographic maps. SITE DATE: DECEMBER 2023 MTW JBB JBB MTWDESIGNED BY: PROJ MGR: DRAWN BY: REVIEWED BY: PREPARED BY: GZA GeoEnvironmental, Inc.Engineers and Scientistswww.gza.com Legend Study Area A A A Coddington Road East King Road Troy Road WhitetailDrive TroyHeights, LLC49.-1-26.2 \\GZASPRINGFIELD\Jobs\0 167200 - 0 167299\15.0167244.00 Nexamp Wetland Delineations 10 Sites\GIS\Nexamp NY23 Solar 10 - Resource Map.mxd, December 19, 2023 - 4:53:19 PM, Megan.Wilckens LEGEND Study Area TaxParcel Roads ??DEC Streams DEC Wetlands*NWI WetlandsNWI Wetland Type Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Riverine © 2023 - GZA GeoEnvironmental, Inc. UNLESS SPECIFICALLY STATED BY WRITTEN AGREEMENT, THIS DRAWING IS THE SOLE PROPERTY OF GZAGEOENVIRONMENTAL, INC. (GZA). THE INFORMATION SHOWN ON THE DRAWING IS SOLELY FOR USE BY GZA'SCLIENT OR THE CLIENT'S DESIGNATED REPRESENTATIVE FOR THE SPECIFIC PROJECT AND LOCATION IDENTIFIED ONTHE DRAWING. THE DRAWING SHALL NOT BE TRANSFERRED, REUSED, COPIED, OR ALTERED IN ANY MANNER FORUSE AT ANY OTHER LOCATION OR FOR ANY OTHER PURPOSE WITHOUT THE PRIOR WRITTEN CONSENT OF GZA. ANYTRANSFER, REUSE, OR MODIFICATION TO THE DRAWING BY THE CLIENT OR OTHERS, WITHOUT THE PRIOR WRITTENEXPRESS CONSENT OF GZA, WILL BE AT THE USER'S SOLE RISK AND WITHOUT ANY RISK OR LIABILITY TO GZA. PREPARED FOR:PREPARED BY: REVIEWED BY: DRAWN BY: PROJECT NO: DESIGNED BY: PROJ MGR: DATE: SCALE: CHECKED BY: REVISION NO: GZA GeoEnvironmental, Inc.www.gza.com 127 TROY RD, ITHACA, NYCOUNTY OF TOMPKINS RESOURCE MAP ITHACA PV SITE NEXAMP101 SUMMER STREET, 2ND FLOORBOSTON, MA 02110 2FIGURECR 1 " = 300 FEET 12/19/2023 JBB MTW 15.0167244.00 PIC MTW 0 325 650162.5 SCALE IN FEET. A A A Coddington Road East King Road Troy Road WhitetailDrive Wetland A0.02 ac Wetland B1.94 ac Wetland C4.92 ac Stream 2 Stream 3 Stream 1 TroyHeights, LLC49.-1-26.2 \\GZASPRINGFIELD\Jobs\0 167200 - 0 167299\15.0167244.00 Nexamp Wetland Delineations 10 Sites\GIS\Nexamp Site 10 Troy Heights Solar.mxd, December 21, 2023 - 10:14:45 AM, Megan.Wilckens LEGEND Micro Depression Wetland Flags Wet Area Not Flagged Stream Points Drainage Stream 5 5 Culvert Study Area Buffer Area Not Reviewed Tax Parcel Wetland Continuation Line Delineated Wetland Study AreaMapped Features Roads ??DEC Streams DEC Wetlands*NWI WetlandsNWI Wetland Type Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Riverine © 2023 - GZA GeoEnvironmental, Inc. UNLESS SPECIFICALLY STATED BY WRITTEN AGREEMENT, THIS DRAWING IS THE SOLE PROPERTY OF GZAGEOENVIRONMENTAL, INC. (GZA). THE INFORMATION SHOWN ON THE DRAWING IS SOLELY FOR USE BY GZA'SCLIENT OR THE CLIENT'S DESIGNATED REPRESENTATIVE FOR THE SPECIFIC PROJECT AND LOCATION IDENTIFIED ONTHE DRAWING. THE DRAWING SHALL NOT BE TRANSFERRED, REUSED, COPIED, OR ALTERED IN ANY MANNER FORUSE AT ANY OTHER LOCATION OR FOR ANY OTHER PURPOSE WITHOUT THE PRIOR WRITTEN CONSENT OF GZA. ANYTRANSFER, REUSE, OR MODIFICATION TO THE DRAWING BY THE CLIENT OR OTHERS, WITHOUT THE PRIOR WRITTENEXPRESS CONSENT OF GZA, WILL BE AT THE USER'S SOLE RISK AND WITHOUT ANY RISK OR LIABILITY TO GZA. PREPARED FOR:PREPARED BY: REVIEWED BY: DRAWN BY: PROJECT NO: DESIGNED BY: PROJ MGR: DATE: SCALE: CHECKED BY: REVISION NO: GZA GeoEnvironmental, Inc.www.gza.com 127 TROY RD, ITHACA, NYCOUNTY OF TOMPKINS WATERS & WETLANDS DELINEATION ITHACA PV SITE NEXAMP101 SUMMER STREET, 2ND FLOORBOSTON, MA 02110 3FIGURECR 1 " = 300 FEET 12/21/2023 JBB MTW 15.0167244.00 PIC MTW 0 325 650162.5 SCALE IN FEET. January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 11 active by Design APPENDIX A: PHOTO LOG Photographic Log Page 1 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: North Description: Wetland A located next to Troy Road, along the proposed access route for the Site. Photo No. Date: Direction Photo Taken: N/A Description: Photo set of upland (left) and wetland (right) soil samples for Wetland A. Photographic Log Page 2 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: South Description: Wetland B near the northern end of the Site. Photo No. Date: Direction Photo Taken: East Description: Wetland B along one of the fingers of the gulley within the forested area. Photographic Log Page 3 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: West Description: Wetland B where it crosses the existing transmission ROW. Photo No. Date: Direction Photo Taken: N/A Description: Photo set of upland (left) and wetland (right) soil samples for Wetland B. Photographic Log Page 4 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: South Description: Wetland C near the southeastern end of the Site. Photo No. Date: Direction Photo Taken: N/A Description: Photo set of upland (left) and wetland (right) soil samples for Wetland C. Photographic Log Page 5 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: Southeast Description: Stream 1 located in the northern end of the Site. Stream 1 consisted of multiple channels within gullies that flowed in a N- NE direction. Photo No. Date: Direction Photo Taken: North Description: Stream 2 located near the center of the Site. Stream 2 flows to the NE. Photographic Log Page 6 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: North Description: Stream 3 located in the southeastern corner of the Site. Stream 3 flows to the SE. Photo No. Date: Direction Photo Taken: North Description: Gravel access area off Troy Road. Photographic Log Page 7 of 7 Client Name: Nexamp Site Location: 127 Troy Road, Ithaca, NY Project No. 15.0167244.00 Photo No Date: Direction Photo Taken: North Description: Upland field in the northeastern corner of the Site. Photo No. Date: Direction Photo Taken: Southwest Description: Upland forest in the center of the Site. January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 12 active by Design APPENDIX B: DATA FORMS Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No No X X No X ? X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/2/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):convex Slope %:1 Nexamp NY Sampling Point:TH-A Up GZA - PD, MW Section, Township, Range:N/A WGS 84 EbB N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.410003 Long:-76.477761 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-A upland sample taken near flag I-A3 HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches): US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size:X 1. 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: N/A Number of Dominant Species Total Number of Dominant Species Across All Strata:4 (B) Percent of Dominant Species Lonicera tatarica 30 Yes FACU Prevalence Index worksheet: 20 Yes FAC FAC species 190 570 0 Swida racemosa UPL species 15 75 FACU species 40 =Total Cover 805 Prevalence Index = B/A =3.29 245 (A) FACW species 0 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Galium boreale 3 - Prevalence Index is ≤3.01 Swida racemosa Problematic Hydrophytic Vegetation1 (Explain) Symphyotrichum lateriflorum 1Indicators of hydric soil and wetland hydrology must Pastinaca sativa Ranunculus repens Solidago sp. Taraxacum officinale 10 No FACU Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) silt loam11-13 10YR 5/2 M Loamy/Clayey9510YR 5/8 5 C Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No X No X X No X ? X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/2/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):concave Slope %:1 Nexamp NY Sampling Point:TH-A Wet GZA - PD, MW Section, Township, Range:N/A WGS 84 EbB N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.41008089 Long:-76.47765467 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-A wetland sample taken along the edge of the exising transmission line HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches):0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size:X 1.X 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: N/A Number of Dominant Species Total Number of Dominant Species Across All Strata:4 (B) Percent of Dominant Species Swida amomum 5 Yes FACW Prevalence Index worksheet: 5 Yes FACU FAC species 100 300 150 Lonicera tatarica UPL species 0 0 FACU species 5 =Total Cover 500 Prevalence Index = B/A =2.38 210 (A) FACW species 75 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Juncus effusus 3 - Prevalence Index is ≤3.01 Onoclea sensibilis Problematic Hydrophytic Vegetation1 (Explain) Grass species 1Indicators of hydric soil and wetland hydrology must Euthamia graminifolia Sedge species Solidago sp. Ranunculus repens 5 No FAC Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point ? X X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) silt loam6-13 10YR 3/2 M Loamy/Clayey9510YR 5/8 5 C Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No No X X No X X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/2/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):convex Slope %:1 Nexamp NY Sampling Point:TH-B Up GZA - PD, MW Section, Township, Range:N/A WGS 84 EbB N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.41007114 Long:-76.47627455 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-B upland sample taken between flags I-B1a+ and I-B2a HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches): US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size:X 1. 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: Rhamnus cathartica Number of Dominant Species Fraxinus pennsylvanica Total Number of Dominant Species Across All Strata:5 (B) Percent of Dominant Species Lonicera tatarica 20 Yes FACU Prevalence Index worksheet: FAC species 150 450 130 660 Prevalence Index = B/A =2.81 235 (A) FACW species 65 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Lysimachia nummularia 3 - Prevalence Index is ≤3.01 Euthamia graminifolia Problematic Hydrophytic Vegetation1 (Explain) Grass species 1Indicators of hydric soil and wetland hydrology must Rhamnus cathartica Galium boreale 5 No FAC Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) silt loam13-20 10YR 5/3 Loamy/Clayey9010YR 5/2 5 Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No X No X X No X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/2/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):concave Slope %:1 Nexamp NY Sampling Point:TH-B Wet GZA - PD, MW Section, Township, Range:N/A WGS 84 EbB N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.41003798 Long:-76.47632903 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-B wetland sample taken between flags I-B1a+ and I-B2a HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches):0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size:X 1.X 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: Rhamnus cathartica Number of Dominant Species Total Number of Dominant Species Across All Strata:4 (B) Percent of Dominant Species Lonicera tatarica 5 Yes FACU Prevalence Index worksheet: FAC species 150 450 140 610 Prevalence Index = B/A =2.71 225 (A) FACW species 70 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Ranunculus repens 3 - Prevalence Index is ≤3.01 Phalaris arundinacea Problematic Hydrophytic Vegetation1 (Explain) Grass species 1Indicators of hydric soil and wetland hydrology must Lysimachia nummularia Euthamia graminifolia 15 No FAC Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point X X X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) silt loam7-13 10YR 4/2 M Loamy/Clayey8010YR 5/8 10 C Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. No X No X X No X ? X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/3/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):convex Slope %:2 Nexamp NY Sampling Point:TH-C Up GZA - PD, MW Section, Township, Range:N/A WGS 84 EcA N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.40732236 Long:-76.47420623 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-C upland sample taken near flag I-C8, on the edge of the forest HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches): US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size: 1. 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: Acer rubrum Number of Dominant Species Prunus serotina Carya ovata 10 No Populus tremuloides 40 Yes FACU Total Number of Dominant Species Across All Strata:FACU 6 (B) Percent of Dominant Species Elaeagnus umbellata 10 Yes UPL Prevalence Index worksheet: FAC species 65 195 0 885 Prevalence Index = B/A =3.77 235 (A) FACW species 0 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Lonicera tatarica 3 - Prevalence Index is ≤3.01 Ligustrum sinense Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must Solidago sp. Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) fine sandy loam 4-10 10YR 4/4 Sandy100 Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Project/Site: Applicant/Owner: Investigator(s): Lat: Soil Map Unit Name:NWI classification: X Are Vegetation , Soil , or Hydrology Yes X Are Vegetation , Soil , or Hydrology SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. X No X No X X No X ? X X X X Yes X WETLAND DETERMINATION DATA FORM – Northcentral and Northeast Region Troy Heights Solar City/County:Ithaca / Tompkins Sampling Date:11/3/23 Landform (hillside, terrace, etc.):terrace Local relief (concave, convex, none):concave Slope %:1 Nexamp NY Sampling Point:TH-C Wet GZA - PD, MW Section, Township, Range:N/A WGS 84 EcA N/A Are climatic / hydrologic conditions on the site typical for this time of year?Yes No (If no, explain in Remarks.) Subregion (LRR or MLRA):LRR R 42.407209 Long:-76.474218 Datum: significantly disturbed?Are “Normal Circumstances” present?No naturally problematic?(If needed, explain any answers in Remarks.) Hydrophytic Vegetation Present?Yes Wetland Hydrology Present?Yes If yes, optional Wetland Site ID: Hydric Soil Present? Yes Remarks: (Explain alternative procedures here or in a separate report.) TH-C wetland sample taken near flag I-C8 HYDROLOGY Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6) Surface Water (A1) Water Marks (B1)Hydrogen Sulfide Odor (C1)Crayfish Burrows (C8) Sediment Deposits (B2)Oxidized Rhizospheres on Living Roots (C3)Saturation Visible on Aerial Imagery (C9) Water-Stained Leaves (B9)Drainage Patterns (B10) High Water Table (A2)Aquatic Fauna (B13)Moss Trim Lines (B16) Saturation (A3)Marl Deposits (B15)Dry-Season Water Table (C2) Iron Deposits (B5)Thin Muck Surface (C7)Shallow Aquitard (D3) Inundation Visible on Aerial Imagery (B7)Other (Explain in Remarks)Microtopographic Relief (D4) Drift Deposits (B3)Presence of Reduced Iron (C4)Stunted or Stressed Plants (D1) Algal Mat or Crust (B4)Recent Iron Reduction in Tilled Soils (C6)Geomorphic Position (D2) Water Table Present?Yes No Depth (inches): Sparsely Vegetated Concave Surface (B8)FAC-Neutral Test (D5) Surface Water Present?Yes No Depth (inches): Remarks: (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Saturation Present?Yes No Depth (inches):0 US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point: (Plot size: 1. 2. 3. 4. 5. 6.(A/B) 7. Sapling/Shrub Stratum (Plot size:x 1 = 1.x 2 = 2.x 3 = 3.x 4 = 4.x 5 = 5.(B) 6. 7. Herb Stratum (Plot size:X 1.X 2.1 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. (Plot size: 1. 2. 3. 4.X VEGETATION Dominance Test worksheet: Fraxinus pennsylvanica Number of Dominant Species Total Number of Dominant Species Across All Strata:5 (B) Percent of Dominant Species Rosa multiflora 10 Yes FACU Prevalence Index worksheet: 5 Yes FAC FAC species 85 255 90 Swida racemosa UPL species 0 0 FACU species 15 10 =Total Cover 455 Prevalence Index = B/A =2.33 195 (A) FACW species 45 5 ft )2 - Dominance Test is >50% Hydrophytic Vegetation Indicators: Juncus effusus 3 - Prevalence Index is ≤3.01 Onoclea sensibilis Problematic Hydrophytic Vegetation1 (Explain) Ranunculus repens 1Indicators of hydric soil and wetland hydrology must Rubus hispidus Galium boreale Rosa multiflora Euthamia graminifolia 10 No FAC Sapling/shrub – Woody plants less than 3 in. DBH Definitions of Vegetation Strata: Grass species 60 Yes FAC Tree – Woody plants 3 in. (7.6 cm) or more in Woody vines – All woody vines greater than 3.28 ft in N/A Herb – All herbaceous (non-woody) plants, regardless Hydrophytic Vegetation Remarks: (Include photo numbers here or on a separate sheet.) =Total Cover US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 Sampling Point X X SOIL Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) silt loam8-13 10YR 3/1 M Loamy/Clayey9510YR 4/6 5 C Hydric Soil Indicators:Indicators for Problematic Hydric Soils3: LRR R,LRR K, L, MLRA 149B) MLRA 149B)LRR K, L, R) LRR R, MLRA 149B)LRR K, L, R) LRR K, L)LRR K, L) 1 2 MLRA 149B) MLRA 144A, 145, 149B) LRR K, L)LRR K, L) LRR K, L, R) LRR K, L ) Yes No Version 7.0, 2015 Errata. (http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_051293.docx) Restrictive Layer (if observed): Hydric Soil Present? US Army Corps of Engineers Northcentral and Northeast Region – Version 2.0 January 2, 2024 File No. 15.0167244.00 Nexamp – Troy Heights Wetland Delineation Findings Page | 13 active by Design APPENDIX C: SOIL REPORT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Tompkins County, New York Natural Resources Conservation Service December 7, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Tompkins County, New York...........................................................................13 BgC—Bath and Valois soils, 5 to 15 percent slopes...................................13 EbB—Erie channery silt loam, 3 to 8 percent slopes..................................15 EbC—Erie channery silt loam, 8 to 15 percent slopes................................17 EcA—Chippewa and Alden soils, 0 to 8 percent slopes.............................18 Soil Information for All Uses...............................................................................21 Suitabilities and Limitations for Use....................................................................21 Land Classifications........................................................................................21 Hydric Rating by Map Unit...........................................................................21 References............................................................................................................26 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 46 9 5 7 6 0 46 9 5 8 5 0 46 9 5 9 4 0 46 9 6 0 3 0 46 9 6 1 2 0 46 9 6 2 1 0 46 9 6 3 0 0 46 9 6 3 9 0 46 9 6 4 8 0 46 9 5 7 6 0 46 9 5 8 5 0 46 9 5 9 4 0 46 9 6 0 3 0 46 9 6 1 2 0 46 9 6 2 1 0 46 9 6 3 0 0 46 9 6 3 9 0 46 9 6 4 8 0 378350 378440 378530 378620 378710 378800 378890 378350 378440 378530 378620 378710 378800 378890 42° 24' 40'' N 76 ° 2 8 ' 4 2 ' ' W 42° 24' 40'' N 76 ° 2 8 ' 1 7 ' ' W 42° 24' 16'' N 76 ° 2 8 ' 4 2 ' ' W 42° 24' 16'' N 76 ° 2 8 ' 1 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900Feet 0 50 100 200 300Meters Map Scale: 1:3,690 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Tompkins County, New York Survey Area Data: Version 19, Sep 5, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2020—Oct 1, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BgC Bath and Valois soils, 5 to 15 percent slopes 4.8 21.5% EbB Erie channery silt loam, 3 to 8 percent slopes 16.2 72.1% EbC Erie channery silt loam, 8 to 15 percent slopes 0.2 0.9% EcA Chippewa and Alden soils, 0 to 8 percent slopes 1.2 5.5% Totals for Area of Interest 22.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 11 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Tompkins County, New York 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) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F140XY030NY - Well Drained Dense Till Custom Soil Resource Report 13 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 Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Volusia Percent of map unit:5 percent Custom Soil Resource Report 14 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 Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Base slope, interfluve Down-slope shape:Concave Across-slope shape:Linear Parent material:Till Custom Soil Resource Report 15 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 Landform position (three-dimensional):Base slope, interfluve Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 16 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) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: F140XY024NY - Moist Dense Till Custom Soil Resource Report 17 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 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Chippewa Setting Landform:Depressions Custom Soil Resource Report 18 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 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 Custom Soil Resource Report 19 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 Custom Soil Resource Report 20 Soil Information for All Uses Suitabilities and Limitations for Use The Suitabilities and Limitations for Use section includes various soil interpretations displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each interpretation. Land Classifications Land Classifications are specified land use and management groupings that are assigned to soil areas because combinations of soil have similar behavior for specified practices. Most are based on soil properties and other factors that directly influence the specific use of the soil. Example classifications include ecological site classification, farmland classification, irrigated and nonirrigated land capability classification, and hydric rating. Hydric Rating by Map Unit This rating indicates the percentage of map units that meets the criteria for hydric soils. Map units are composed of one or more map unit components or soil types, each of which is rated as hydric soil or not hydric. Map units that are made up dominantly of hydric soils may have small areas of minor nonhydric components in the higher positions on the landform, and map units that are made up dominantly of nonhydric soils may have small areas of minor hydric components in the lower positions on the landform. Each map unit is rated based on its respective components and the percentage of each component within the map unit. The thematic map is color coded based on the composition of hydric components. The five color classes are separated as 100 percent hydric components, 66 to 99 percent hydric components, 33 to 65 percent hydric components, 1 to 32 percent hydric components, and less than one percent hydric components. In Web Soil Survey, the Summary by Map Unit table that is displayed below the map pane contains a column named 'Rating'. In this column the percentage of each map unit that is classified as hydric is displayed. 21 Hydric soils are defined by the National Technical Committee for Hydric Soils (NTCHS) as soils that formed under conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part (Federal Register, 1994). Under natural conditions, these soils are either saturated or inundated long enough during the growing season to support the growth and reproduction of hydrophytic vegetation. The NTCHS definition identifies general soil properties that are associated with wetness. In order to determine whether a specific soil is a hydric soil or nonhydric soil, however, more specific information, such as information about the depth and duration of the water table, is needed. Thus, criteria that identify those estimated soil properties unique to hydric soils have been established (Federal Register, 2002). These criteria are used to identify map unit components that normally are associated with wetlands. The criteria used are selected estimated soil properties that are described in "Soil Taxonomy" (Soil Survey Staff, 1999) and "Keys to Soil Taxonomy" (Soil Survey Staff, 2006) and in the "Soil Survey Manual" (Soil Survey Division Staff, 1993). If soils are wet enough for a long enough period of time to be considered hydric, they should exhibit certain properties that can be easily observed in the field. These visible properties are indicators of hydric soils. The indicators used to make onsite determinations of hydric soils are specified in "Field Indicators of Hydric Soils in the United States" (Hurt and Vasilas, 2006). References: 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. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. 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. Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. Custom Soil Resource Report 22 23 Custom Soil Resource Report Map—Hydric Rating by Map Unit 46 9 5 7 6 0 46 9 5 8 5 0 46 9 5 9 4 0 46 9 6 0 3 0 46 9 6 1 2 0 46 9 6 2 1 0 46 9 6 3 0 0 46 9 6 3 9 0 46 9 6 4 8 0 46 9 5 7 6 0 46 9 5 8 5 0 46 9 5 9 4 0 46 9 6 0 3 0 46 9 6 1 2 0 46 9 6 2 1 0 46 9 6 3 0 0 46 9 6 3 9 0 46 9 6 4 8 0 378350 378440 378530 378620 378710 378800 378890 378350 378440 378530 378620 378710 378800 378890 42° 24' 40'' N 76 ° 2 8 ' 4 2 ' ' W 42° 24' 40'' N 76 ° 2 8 ' 1 7 ' ' W 42° 24' 16'' N 76 ° 2 8 ' 4 2 ' ' W 42° 24' 16'' N 76 ° 2 8 ' 1 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900Feet 0 50 100 200 300Meters Map Scale: 1:3,690 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Hydric (100%) Hydric (66 to 99%) Hydric (33 to 65%) Hydric (1 to 32%) Not Hydric (0%) Not rated or not available Soil Rating Lines Hydric (100%) Hydric (66 to 99%) Hydric (33 to 65%) Hydric (1 to 32%) Not Hydric (0%) Not rated or not available Soil Rating Points Hydric (100%) Hydric (66 to 99%) Hydric (33 to 65%) Hydric (1 to 32%) Not Hydric (0%) Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Tompkins County, New York Survey Area Data: Version 19, Sep 5, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2020—Oct 1, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 24 Table—Hydric Rating by Map Unit Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BgC Bath and Valois soils, 5 to 15 percent slopes 0 4.8 21.5% EbB Erie channery silt loam, 3 to 8 percent slopes 5 16.2 72.1% EbC Erie channery silt loam, 8 to 15 percent slopes 5 0.2 0.9% EcA Chippewa and Alden soils, 0 to 8 percent slopes 90 1.2 5.5% Totals for Area of Interest 22.4 100.0% Rating Options—Hydric Rating by Map Unit Aggregation Method: Percent Present Component Percent Cutoff: None Specified Tie-break Rule: Lower Custom Soil Resource Report 25 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 26 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 27 Division of Fish and Wildlife | Bureau of Ecosystem Health KATHY HOCHUL Governor Acting Commissioner LETTER OF NO JURISDICTION – FRESHWATER WETLANDS 06/04/2025 Dustin Bradley Labella Associates, Attn: Dustin Bradley, 3rd floor, 300 State St #201, Rochester, NY 14614 Sent via email to: dbradley@labellapc.com Re: DEC Freshwater Wetlands Parcel Jurisdictional Determination for Parcel 50308949.-1-26.2, Cayuga County. Dear Dustin Bradley, Based on the parcel(s) identified in your request, the New York State Department of Environmental Conservation (DEC) has determined that there are no DEC regulated freshwater wetlands and/or adjacent areas identified on the parcel(s) referenced above. Therefore, in accordance with Article 24 of the Environmental Conservation Law (ECL) and 6 NYCRR Part 663, no freshwater wetlands permit is required. Pursuant to ECL section 24-0703, this letter shall remain valid for a period of five years from the date it is issued (through 06/02/2030). Please note that this determination pertains only to state-regulated, freshwater wetlands and regulated adjacent areas. DEC also regulates protected streams, tidal wetlands, coastal erosion hazard areas, and other important environmental resources. Work affecting those areas may also require DEC permits. More information on other DEC permit programs is available online at https://dec.ny.gov/regulatory/permits-licenses/environmental-permits. In addition, please note that this letter does not relieve you of the responsibility of obtaining any other necessary permits or approvals from other local, state, or federal agencies. If you have questions regarding this determination, please email FWWjurisdiction@dec.ny.gov. OE/AAA Pre-screening Results Thu Jan 15 2026 09:08:02 GMT-0500 (Eastern Standard Time) Structure: Solar Panel Latitude Longitude Height Site Elevation AMSL 42 24 19.20 N 76 28 14.25 W 20 1017 1037 42 24 37.56 N 76 28 31.08 W 20 990 1010 42 24 24.03 N 76 28 35.68 W 20 1077 1097 42 24 16.95 N 76 28 19.87 W 20 1048 1068 Based on the information you provided, you are not required to file notice with the FAA. Farmland Classification—Tompkins County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2026 Page 1 of 5 46 9 5 8 2 0 46 9 5 9 0 0 46 9 5 9 8 0 46 9 6 0 6 0 46 9 6 1 4 0 46 9 6 2 2 0 46 9 6 3 0 0 46 9 6 3 8 0 46 9 5 8 2 0 46 9 5 9 0 0 46 9 5 9 8 0 46 9 6 0 6 0 46 9 6 1 4 0 46 9 6 2 2 0 46 9 6 3 0 0 46 9 6 3 8 0 378510 378590 378670 378750 378830 378910 378510 378590 378670 378750 378830 378910 42° 24' 38'' N 76 ° 2 8 ' 3 6 ' ' W 42° 24' 38'' N 76 ° 2 8 ' 1 5 ' ' W 42° 24' 17'' N 76 ° 2 8 ' 3 6 ' ' W 42° 24' 17'' N 76 ° 2 8 ' 1 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,100 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Not prime farmland All areas are prime farmland Prime farmland if drained Prime farmland if protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated and drained Prime farmland if irrigated and either protected from flooding or not frequently flooded during the growing season Prime farmland if subsoiled, completely removing the root inhibiting soil layer Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Prime farmland if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance Farmland of statewide importance, if drained Farmland of statewide importance, if protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated Farmland of statewide importance, if drained and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated and drained Farmland of statewide importance, if irrigated and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if subsoiled, completely removing the root inhibiting soil layer Farmland of statewide importance, if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Farmland of statewide importance, if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance, if drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough, and either drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough Farmland of statewide importance, if thawed Farmland of local importance Farmland of local importance, if irrigated Farmland of unique importance Not rated or not available Soil Rating Lines Not prime farmland All areas are prime farmland Prime farmland if drained Prime farmland if protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated and drained Prime farmland if irrigated and either protected from flooding or not frequently flooded during the growing season Farmland Classification—Tompkins County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2026 Page 2 of 5 Prime farmland if subsoiled, completely removing the root inhibiting soil layer Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Prime farmland if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance Farmland of statewide importance, if drained Farmland of statewide importance, if protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated Farmland of statewide importance, if drained and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated and drained Farmland of statewide importance, if irrigated and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if subsoiled, completely removing the root inhibiting soil layer Farmland of statewide importance, if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Farmland of statewide importance, if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance, if drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough, and either drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough Farmland of statewide importance, if thawed Farmland of local importance Farmland of local importance, if irrigated Farmland of unique importance Not rated or not available Soil Rating Points Not prime farmland All areas are prime farmland Prime farmland if drained Prime farmland if protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Prime farmland if irrigated and drained Prime farmland if irrigated and either protected from flooding or not frequently flooded during the growing season Prime farmland if subsoiled, completely removing the root inhibiting soil layer Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Prime farmland if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance Farmland of statewide importance, if drained Farmland of statewide importance, if protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated Farmland Classification—Tompkins County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2026 Page 3 of 5 Farmland of statewide importance, if drained and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if irrigated and drained Farmland of statewide importance, if irrigated and either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if subsoiled, completely removing the root inhibiting soil layer Farmland of statewide importance, if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Farmland of statewide importance, if irrigated and reclaimed of excess salts and sodium Farmland of statewide importance, if drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough, and either drained or either protected from flooding or not frequently flooded during the growing season Farmland of statewide importance, if warm enough Farmland of statewide importance, if thawed Farmland of local importance Farmland of local importance, if irrigated Farmland of unique importance Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Tompkins County, New York Survey Area Data: Version 21, Sep 2, 2025 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2020—Oct 1, 2020 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. Farmland Classification—Tompkins County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2026 Page 4 of 5 Farmland Classification Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BgC Bath and Valois soils, 5 to 15 percent slopes Farmland of statewide importance 4.8 16.3% BgD Bath and Valois soils, 15 to 25 percent slopes, eroded Not prime farmland 0.1 0.2% EbB Erie channery silt loam, 3 to 8 percent slopes Farmland of statewide importance 22.6 76.0% EbC Erie channery silt loam, 8 to 15 percent slopes Farmland of statewide importance 1.0 3.3% EcA Chippewa and Alden soils, 0 to 8 percent slopes Farmland of statewide importance 1.2 4.2% Totals for Area of Interest 29.7 100.0% Description Farmland classification identifies map units as prime farmland, farmland of statewide importance, farmland of local importance, or unique farmland. It identifies the location and extent of the soils that are best suited to food, feed, fiber, forage, and oilseed crops. NRCS policy and procedures on prime and unique farmlands are published in the "Federal Register," Vol. 43, No. 21, January 31, 1978. Rating Options Aggregation Method: No Aggregation Necessary Tie-break Rule: Lower Farmland Classification—Tompkins County, New York Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/15/2026 Page 5 of 5 Stormwater Pollution Prevention Plan Prepared for: Nexamp, Inc. 101 Summer Street, 2nd. Floor Boston, MA 02110 Submitted by: LaBella Associates 300 State Street, Suite 201 Rochester, NY 14614 (585) 454-6110 Bomber Heights Solar PV Town of Ithaca, Tompkins County, New York Date: November 2025 Last revised: December 2025 Project No. 2240665-134393 PREPARER OF THE SWPPP “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.” Name and Title1: Date: Issued in December 2025 1 This is a signature of a New York State licensed Professional Engineer employed by LaBella Associates that is duly authorized to sign and seal Stormwater Pollution Prevention Plans (SWPPPs), NOIs, and NOTs prepared under their direct supervision. Refer to Appendix B for the SWPPP Preparer Certification Form, and Appendix I for the LaBella Certifying Professionals Letter. TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................................................... 1 1.1 Project Description ................................................................................................................... 1 1.2 Stormwater Pollution Controls ................................................................................................. 2 2.0 SITE CHARACTERISTICS .................................................................................................................. 2 2.1 Land Use and Topography ....................................................................................................... 2 2.2 Soils and Groundwater............................................................................................................. 3 2.3 Watershed Designation ........................................................................................................... 4 2.4 Receiving Water Bodies ........................................................................................................... 4 2.5 Aquifer Designation .................................................................................................................. 4 2.6 Wetlands ................................................................................................................................... 4 2.7 Flood Plains .............................................................................................................................. 4 2.8 Listed, Endangered, or Threatened Species .......................................................................... 4 2.9 Historic Places .......................................................................................................................... 4 2.10 Rainfall Data ........................................................................................................................... 5 2.11 Pre-development Watershed Conditions .............................................................................. 5 2.12 Post-development Watershed Conditions ............................................................................ 5 2.13 Description of Design Points ................................................................................................. 6 3.0 STORMWATER MANAGEMENT PLANNING .................................................................................... 7 3.1 STEP 1 – Site Planning ............................................................................................................ 7 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) ................................................ 7 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv ......................................................................................................................................... 8 3.4 STEP 4 – Calculate the Minimum RRv Required.................................................................. 10 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume .................. 10 3.6 STEP 6 - Apply Volume and Peak Rate Control .................................................................... 11 3.7 Deviations from NYSDEC Requirements............................................................................... 11 4.0 CONSTRUCTION SEQUENCE ......................................................................................................... 13 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL ........................................................................... 13 5.1 Temporary Erosion and Sediment Control Measures .......................................................... 14 5.2 Permanent Erosion and Sediment Control Measures ......................................................... 15 5.3 Other Pollutant Controls......................................................................................................... 15 5.4 Construction Housekeeping Practices .................................................................................. 18 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING ....................................................................... 19 6.1 Inspection and Maintenance Requirements ........................................................................ 19 6.2 Reporting Requirements ........................................................................................................ 21 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES ........................................................................... 23 7.1 Owner’s/Operator's Responsibilities ..................................................................................... 23 7.2 Owner’s/Operator’s Engineer’s Responsibilities .................................................................. 26 7.3 Contractor's Responsibilities ................................................................................................. 27 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities ......................................... 28 7.5 SWPPP Participants ............................................................................................................... 30 LIST OF TABLES Table 1: USDA Soil Data .............................................................................................................................. 3 Table 2: Project Site HSG Data ................................................................................................................... 3 Table 3: Rainfall Data .................................................................................................................................. 5 Table 4: Required WQv Summary .............................................................................................................. 8 Table 5: Summary of RR Technique being Applied ................................................................................... 9 Table 6: Summary of Standard SMPs with RRv Capacity being Applied .................................................. 9 Table 7: RRv Summary ............................................................................................................................. 10 Table 8 : Design Events ............................................................................................................................ 11 Table 9: Summary of Pre- and Post-Development Peak Discharge Rates ............................................ 17 Table 10: Common Construction Pollutants ........................................................................................... 22 APPENDICES Appendix A: Figures · A-1: Site Location Map · A-2: Soils Map · A-3: Historic Places Screening Map · A-4: Environmental Resource Map · A-5: Environmental Review Documentation · A-6: FEMA Firm Map · A-7: Pre-Development Watershed Delineation Map · A-8: Post-Development Watershed Delineation Map Appendix B: Forms · Notice of Intent (NOI) · SWPPP Preparer Certification Form · Owner/Operator Certification Form · Contractor and Subcontractor Certification Forms · Notice of Termination (NOT) Appendix C: Project Evaluation and Design Calculations Appendix D: Pre-Development Stormwater Modeling Appendix E: Post-Development Stormwater Modeling Appendix F: SWPPP Inspection Report (Sample Form) Appendix G: Post-Construction Inspections and Maintenance Appendix H: NYSDEC “Deep-Ripping and Decompaction,” April 2008 Appendix I: LaBella Certifying Professionals Letter Appendix J: NYSDEC SPDES General Permit GP-0-25-001 Appendix K: NYSDEC Solar Guidance Stormwater Pollution Prevention Plan 2240665-134393 Page 1 1.0 EXECUTIVE SUMMARY This Stormwater Pollution Prevention Plan (SWPPP) has been prepared for major activities associated with construction of 5-MW solar array in the Town of Ithaca. This SWPPP includes the elements necessary to comply with the national baseline general permit for construction activities enacted by the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be executed, and permit coverage must be obtained prior to the commencement of construction activity. This SWPPP has been developed in accordance with the “New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity,” Permit No. GP-0-25-001, effective January 29, 2025 through January 28, 2030. The SWPPP and accompanying plans identify and detail stormwater management, pollution prevention, and erosion and sediment control measures necessary during and following completion of construction. This SWPPP and the accompanying plans entitled “Bomber Heights Solar” have been submitted as a set. These engineering drawings are considered an integral part of this SWPPP. Therefore, this SWPPP is not considered complete without them. References made herein to “the plans” or to a specific “sheet” refer to these drawings. This report considers the impacts associated with the intended development with the purpose of: 1. Maintaining existing drainage patterns as much as possible while continuing the conveyance of upland watershed runoff; 2. Controlling increases in the rate of stormwater runoff resulting from the proposed development so as not to adversely alter downstream conditions; and 3. Mitigating potential stormwater quality impacts and preventing soil erosion and sedimentation resulting from stormwater runoff generated both during and after construction. The analysis and design completed and documented in this report is intended to be part of the application made for a solar development project completed on behalf of the Owner/Operator. 1.1 Project Description Nexamp, Inc. is proposing development project, to include 5.0-MW solar array to be installed on approximately 47.7 acres consisting of one parcel totaling approximately 62 acres located at an unaddressed property along Troy Road, town of Ithaca, Tompkins County, New York 147750 (tax parcel ID: 49.00-1-26.2). Activities include the installation of a ground-mounted solar energy system of freestanding modules/panels, new electrical equipment, and accessories including fencing, under and aboveground electrical lines, access roads, and inverter/transformer equipment pads. The total project area of disturbance proposed is 34 acres. The project will disturb one (1) or more acres and as such, preparation of this SWPPP is required under GP-0-25-001. A Site Location Map has been provided in Appendix A, as Figure A-1. This type of project is included in Table 2 of Appendix B of GP-0-25-001; and the project site is not located in one of the watersheds listed in Appendix C of GP-0-25-001. Therefore, this SWPPP includes post-construction stormwater management practices, as well as erosion and sediment controls. Stormwater Pollution Prevention Plan 2240665-134393 Page 2 This project is located within the town Of Ithaca regulated, traditional land use control Municipal Separate Stormwater Sewer System (MS4). Therefore, an MS4 SWPPP Acceptance Form is required to accompany NOIs submitted to the NYSDEC. Runoff from the project site will discharge to unnamed stream to the Ithaca Reservoir which is not included in the list of Section 303(d) water bodies included in Appendix D of GP-0-25-001. Project construction activities will consist primarily of the installation of solar facility and the necessary infrastructure. Construction phase pollutant sources anticipated at the site are disturbed (exposed) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by stormwater. 1.2 Stormwater Pollution Controls The stormwater pollution controls outlined herein have been designed and evaluated in accordance with the following standards and guidelines: · New York State Stormwater Management Design Manual, dated July 31, 2024 (Design Manual). · New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016 (SSESC). Stormwater quality will be enhanced through the implementation of temporary and permanent erosion and sediment control measures, the proposed stormwater management practice(s), and other construction-phase pollution controls outlined herein. The proposed stormwater management approach consisting of on-site stormwater management practices will adequately collect, treat, and convey the stormwater runoff. Pre- and post-development surface runoff rates have been evaluated for the 1-, 10-, and 100-year 24- hour storm events. Comparison of pre- and post-development watershed conditions demonstrates that the peak rate of runoff from the project site will not be increased. The post-construction stormwater management practice(s) will be owned by Bomber Heights Solar PV. Policy and procedures will be in place, which ensure operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 2.0 SITE CHARACTERISTICS 2.1 State Environmental Quality Review The construction activity is subject to State Environmental Quality Review (SEQR). The project is considered a Type I action. As such, SEQR coordination has been initiated A copy of the SEQR documentation, in accordance with Part I.A.5. of GP-0-25-001. 2.2 Land Use and Topography The project site is located within the low Density Residential (LDR) zoning district. The proposed solar project is permitted use within this district. Stormwater Pollution Prevention Plan 2240665-134393 Page 3 The overall site is slightly sloping, with slopes ranging from 3 to 15 percent. Site elevations range from approximately 1,000 feet above mean sea level (MSL) to 1166 feet MSL. The site is gradually sloping to the northeast. 2.3 Soils and Groundwater The US Department of Agriculture (USDA) Web Soil Survey (http://websoilsurvey.nrcs.usda.gov/app/) was used to obtain surficial soil conditions for the study area, as follows: Table 1: USDA Soil Data Map Symbol & Description Hydrologic Soil Group Permeability (inches/hour) Erosion Factor K Depth to Water Table (feet) Depth to Bedrock (feet) BgC- Bath and Valois, 5 to 15 percent slopes C 0.01- 0.14 0.32 2.0- 3.0 >5.0 BgD- Bath and Valois soils, 15 to 25 percent slopes, eroded C 0.01-0.14 0.37 2.0- 3.0 >5.0 EbB- Erie channery silt loam, 3 to 8 percent slopes D 0.01-0.14 0.37 0.6-1.2 >5.0 EbC- Erie channery silt loam, 8 to 15 percent slopes D 0.01-0.14 0.37 0.6-1.2 >5.0 EbC3- Erie channery silt loam, 8 to 15 percent slopes, eroded D 0.01-0.14 0.43 0.6-1.2 >5.0 EcA - Chippewa and Alden soils, 0 to 8 percent slopes D 0.06-0.57 0.32 0.0-0.5 >5.0 LnD - Lordstown channery silt loam, 15 to 25 percent slopes C 0.14-1.42 0.32 <6.6 >5.0 Upon review of the soil data presented in Table 1, the project site does not contain soils with a soil slope phase of D with a map unit name that inclusive of slopes greater than 25%, and does not contain soils with a soil slope phase of E or F. The project site is composed of HSG A soils, HSG B soils, HSG C soils, and HSG D soils, as shown in the table below. Table 2: Project Site HSG Data HSG A HSG B HSG C HSG D 0% 0% 23% 77% · Type C Soils: Soils having a low infiltration rate when thoroughly wet and consisting chiefly of soils with a layer that impedes downward movement of water and soils with moderately fine-to- fine texture. These soils have a low rate of water transmission. · Type D Soils: Soils having a very low infiltration rate and high runoff potential when thoroughly wet. These soils consist chiefly of clays that have high shrink-swell potential, soils that have a permanent high water table, soils that have a clay pan or clay layer at or near the surface, and Stormwater Pollution Prevention Plan 2240665-134393 Page 4 soils that are shallow over nearly impervious material. These soils have a very low rate of water transmission. The soils map for the study area is presented in Appendix A, as Figure A-2. 2.4 Watershed Designation The project site is not located in a restricted watershed identified in Appendix C of GP-0-25-001. 2.5 Receiving Water Bodies The nearest natural classified water body into which runoff from the project site will discharge is the Cayuga lake . The Cayuga lake is classified by NYSDEC as a Class A water body, and is included in the Section 303(d) list of impaired waters found in Appendix D of GP-0-25-001. 2.6 Aquifer Designation The project site is not located over a US EPA designated Sole Source aquifer; nor is it located over a Primary or Principal aquifer listed in the NYSDEC Technical and Operational Guidance Series (TOGS) 2.1.3 (1980). 2.7 Wetlands Wetlands depicted on the accompanying plan set were delineated by GZA Geoenvironmental of New York on November 3, 2023. The wetland boundary was surveyed by GZA on January 2, 2024 and presented on a map entitled “Figure 3”. These wetlands are not NYSDEC regulated wetlands. 2.8 Flood Plains According to the National Flood Insurance Program Flood Insurance Rate Map (FIRM), Town of Ithaca New York, Community Panel Numbers 36109C0211D & 36109C0213 D. The project site lies within Flood Zone D, areas determined to be outside 500-year floodplain The FEMA Flood Map has been provided in Appendix A, as Figure A-5. 2.9 Listed, Endangered, or Threatened Species An ecological assessment report dated 02/20/2024, as prepared by Labella Associates, DPC, indicates that the project will not have a significant adverse impact on any listed, endangered, or threatened species, or on any critical habitat. An Environmental Resource Map has been provided in Appendix A, as Figure A-4. 2.10 Historic Places A search on the New York State Cultural Resource Information System (CRIS) database, performed on October 29, 2025, revealed that the construction activity is not within an archaeological buffer 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 Stormwater Pollution Prevention Plan 2240665-134393 Page 5 Historic Places. The project does propose a new permanent building on the construction site within 20 feet from a building, structure, or object that is more than 50 years, however NYS Office of Parks, Recreation and Historic Preservation (OPRHP) has determined that the building, structure, or object more than 50 years old is not historically/archaeologically significant in accordance with Part I.A.4 of GP-0-25-001. A printout of the historic places screening map is presented in Appendix A, as Figure A-3. . 2.11 Rainfall Data Rainfall data utilized in the modeling and analysis was obtained from the Cornell University online Extreme Precipitation in New York & New England website (http://precip.eas.cornell.edu/). A local IDF file was imported, and specific mass curves were generated, in HydroCAD to evaluate the pre- and post- development stormwater runoff characteristics. Rainfall data specific to the portion of Tompkins County under consideration, for various 24-hour storm events, is presented in the following Table: Table 3: Rainfall Data Storm Event Return Period 24-Hour Rainfall (inches) 1-year 2.01 10-year 3.43 100-year 5.94 2.12 Pre-development Watershed Conditions The pre-development project site is covered predominantly by woods and agricultural fields. Analysis of pre-development conditions considered existing drainage patterns, soil types, ground cover, and topography. The Pre-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-5. The results of the computer modeling used to analyze the overall watershed under pre-development conditions are presented in Appendix D. A summary of the pre-development watershed runoff rates at each Design Point is presented in Table 10. Subcatchment ES-1 is a 62.0± acre watershed consisting of agricultural fields and woods Runoff flows in a direction overland via sheet and shallow concentrated toward the northeast. 2.13 Post-development Watershed Conditions The post-development project site is covered predominantly by meadow, woods, and impervious pavement. The analysis of post-development conditions considered existing drainage patterns, soil types, ground cover to remain, planned site development, site grading, and stormwater management facilities proposed as part of site improvements. The Post-Development Watershed Delineation Map has been provided in Appendix A, as Figure A-6. The results of the computer modeling used to analyze the overall watershed under post-development conditions are presented in Appendix D. A summary of the post-development watershed runoff rates at each Design Point is presented in Table 11. Stormwater Pollution Prevention Plan 2240665-134393 Page 6 This project falls under Scenario 2 from the NYSDEC’s Solar Memorandum, dated April 5, 2018, due to changes in hydrology from pre to post development. See Figures 1 and 2 below from the Maryland Department of the Environment’s Solar Design Guidance, which has been incorporated by the NYSDEC as additional guidance. Spacing the panels following these guidelines allows for the panels to be considered pervious. In addition, pervious gravel access roads have been incorporated into the to design to minimize the overall proposed impervious coverage. Refer to Appendix K for the NYSDEC’s Solar Memorandum and Maryland Design Guidance for Solar Panel Installations. 2.14 Description of Design Points The study area consists of an overall watershed that encompasses approximately 62.0 acres, including the 29 acre project site and 34 acre area of disturbance. The overall watershed encompasses the entire Stormwater Pollution Prevention Plan 2240665-134393 Page 7 project area; therefore, discharge from the project site was evaluated at one design point (DP). A description of the design point is provided below. · Off-site discharge to low area located northeast of the project area. 3.0 STORMWATER MANAGEMENT PLANNING Chapter 3 of the Design Manual outlines a six-step planning process for site planning and selection of stormwater management practices that must be implemented for both new development and redevelopment projects. This process is intended to develop a design that maintains pre-construction hydrologic conditions through the application of environmentally sound development principles, as well as treatment and control of runoff discharges from the site. The following sections outline the step-by- step process and how it has been applied to this project. The goals of this Stormwater Management Plan are to analyze the peak rate of runoff under pre- and post-development conditions, to maintain the pre-development rate of runoff in order to minimize impacts to adjacent or downstream properties, and to minimize the impact to the quality of runoff exiting the site. The Design Manual provides both water quality and water quantity objectives to be met by projects requiring a “Full SWPPP”. These objectives will be met by applying stormwater control practices to limit peak runoff rates and improve the quality of runoff leaving the developed site. 3.1 STEP 1 – Site Planning During the Site Planning process, the project site is evaluated for implementation of the green infrastructure planning measures identified in Table 3.1 of the Design Manual, in order to preserve natural resources and reduce impervious cover. Appendix C provides a description of each green infrastructure planning measure, along with a project specific evaluation. 3.2 STEP 2 – Calculate Water Quality Treatment Volume (WQv) Stormwater runoff from impervious surfaces is recognized as a significant contributor of pollution that can adversely affect the quality of receiving water bodies. Therefore, treatment of stormwater runoff is important since most runoff related water quality contaminants are transported from land, particularly the impervious surfaces, during the initial stages of storm events. 3.2.1 NYSDEC Requirements for Water Quality Volume The Design Manual requires that water quality treatment be provided for the initial flush of runoff from every storm. The NYSDEC refers to the amount of runoff to be treated as the “Water Quality Volume” (WQv). Section 4.2 of the Design Manual defines the Water Quality Volume as follows: WQv = ()()()[] 12 ARPV Where: P = 90% Rainfall Event Number (per DEC 1.0 inch minimum) Rv = 0.05 + 0.009 (I) Stormwater Pollution Prevention Plan 2240665-134393 Page 8 I = Impervious Cover (Percent) A = Contributing Area in Acres This definition ensures that, all other things being equal, the Water Quality Volume will increase along with the impervious cover percentage. 3.2.2 Methodology for New Development The Water Quality Volume equation has been applied to the drainage area tributary to each of the stormwater quality practices proposed for this project. The practices have been sized to accommodate the Water Quality Volume, as per the performance criteria presented in Chapter 5 and/or Chapter 6 of the Design Manual. Water quality volume calculations for each of the proposed practices are presented in Appendix C. Table 4: Required WQv Summary Required WQv 6024 cf 0.138 af 3.3 STEP 3 – Apply RR Techniques and Standard SMPs with RRv Capacity to Reduce Total WQv Land use change and development in the watershed increases the volume of runoff. As such, reductions in the amount of runoff from new development, accomplished through the implementation of a stormwater management plan for the site, will play an important role in the success or failure of the watershed-wide stormwater management plan. Runoff reduction techniques can be applied to manage, reduce, and treat stormwater, while maintaining and restoring natural hydrology through infiltration, evapo-transpiration, and the capture and reuse of stormwater. Volume reduction techniques by themselves typically are not sufficient to provide adequate attenuation of stormwater runoff, but they can decrease the size of the peak runoff rate reduction facilities. 3.3.1 NYSDEC Requirements for New Development The Design Manual states that runoff reduction shall be achieved through infiltration, groundwater recharge, reuse, recycle, and/or evaporation/evapotranspiration of 100-percent of the post- development water quality volume to replicate pre-development hydrology. Runoff control techniques provide treatment in a distributed manner before runoff reaches the collection system, by maintaining pre-construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow. This can be accomplished by applying a combination of Runoff Reduction Techniques, standard Stormwater Management Practices (SMPs) with RRv capacity, and good operation and maintenance. 3.3.2 Methodology In order to reduce the required WQv and meet the RRv criteria, a site specific evaluation must be performed to determine the most practical means of reducing runoff volume by application of a combination of RR techniques and standard SMPs with RRv capacity. Stormwater Pollution Prevention Plan 2240665-134393 Page 9 3.3.3 Application of RR Techniques The following Table demonstrates a summary of the RR techniques being applied for this project, and both the water quality and runoff reduction volumes they provide. The RR Techniques have been designed in accordance with Chapter 5 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. 3.3.4 Application of RR Techniques The following Table demonstrates a summary of the RR technique being applied for this project, and both the water quality and runoff reduction volumes they provide. The RR Technique have been designed in accordance with Chapter 5 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. Table 5: Summary of RR Techniques being Applied 3.3.5 Application of Standard Stormwater Management Practices (SMPs) with RRv Capacity The following Table demonstrates a summary of the standard SMP(s) with RRv capacity that have been incorporated into the stormwater management plan for this project. The standard SMP(s) with RRv capacity have been designed in accordance with Chapter 6 of the Design Manual. Refer to the contract drawings for practice dimensions, material specifications, and installation details. Practice specific calculations are presented in Appendix C. RR Technique NYSDEC Design Variant RRv Capacity WQv Required (CF) WQv Reduced/RRv Provided (CF) Runoff Reduction Techniques (Area Reduction) Sheet flow to Riparian Buffers/Filter Strips RR-1 100% 320 320 RR Technique Totals 320 320 Stormwater Pollution Prevention Plan 2240665-134393 Page 10 Table 6: Summary of Standard SMPs with RRv Capacity being Applied 3.3.6 RRv Performance Summary A summary of the RRv provided is presented in the following table: Table 7: RRv Summary WQv Required (CF) (increase in impervious cover) RRv Provided WQv Reduced (CF) % RRv Provided/ WQv Reduced 6024 3894 64.64 As indicated in the above table, the RRv provided is greater than the RRv required for the project site. As such, the RRv criteria has been met and the designer can proceed to Step 6. 3.4 STEP 4 – Calculate the Minimum RRv Required As previously discussed, the RRv provided is greater than the RRv required for this project. As such, the runoff reduction volume criteria has been met, and minimum RRv is not applicable. 3.5 STEP 5 – Apply Standard SMPs to Address Remaining Water Quality Volume As previously discussed, 100% of the required WQv is being provided and reduced through RRv practices. As such, the water quality and runoff reduction volume criteria have been met and no other standard SMPs are required. Standard SMP with RRv Capacity Design Variant Pretreatment Volume Required (% of WQv) Pretreatment Volume Provided (CF) RRv Capacity WQv Required (CF) WQv Reduced /RRv Provided (CF) WQv Treated1 (CF) Total WQv Provided2 (CF) Filtration Bioretention F-1 25 636 40% 2541 1440 1101 2541 Filtration Bioretention F-5 25 435 40% 1736 1736 0 1736 Dry Swale (HSG C & D) O-1 10 20 20% 966 193 773 966 Dry Swale (HSG C & D) O-1 10 10 20% 320 64 256 320 Standard SMP with RRv Capacity Totals 5563 3433 2130 5563 Footnotes: 1WQv Treated = WQV Required - RRv Provided 2Total WQv Provided = WQV Treated + RRv Provided Stormwater Pollution Prevention Plan 2240665-134393 Page 11 3.6 STEP 6 - Apply Volume and Peak Rate Control This report presents the pre-development and post-development features and conditions associated with the rate of surface water runoff within the study area. For both cases, the drainage patterns, drainage structures, soil types, and ground cover types are considered in this study. 3.6.1 NYSDEC Requirements for New Development Chapter 4 of the Design Manual requires that projects meet three separate stormwater quantity criteria: 1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This is accomplished by providing 24 hours of extended detention for the 1-year, 24-hour storm event. The Manual defines the CPv detention time as the center of mass detention time through each stormwater management practice. 2. The Overbank Flood Control (Qp) requirement is designed to prevent an increase in the frequency and magnitude of flow events that exceed the bank-full capacity of a channel, and therefore must spill over into the floodplain. This is accomplished by providing detention storage to ensure that, at each Design Point, the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding pre-development rate. 3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage from large storm events, to maintain the boundaries of the pre-development 100-year floodplain, and to protect the physical integrity of stormwater management practices. This is accomplished by providing detention storage to ensure that, at each Design Point, the post- development 100-year 24-hour peak discharge rate does not exceed the corresponding pre- development rate. 3.6.2 Methodology In order to demonstrate that the NYSDEC detention requirements are being met, the Design Manual requires that a hydrologic and hydraulic analysis of the pre- and post-development conditions be performed using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55 (TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the TR-20 algorithms and TR-55 methods to create and route runoff hydrographs. HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing flows though pipes, streams and ponds. HydroCAD can also calculate the center of mass detention time for various hydraulic features. Documentation for HydroCAD can be found on their website: http://www.hydrocad.net/. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components as described below: 1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff unique to that area. 2. Reach: Uniform streams, channels, or pipes that convey stormwater from one point to another. Stormwater Pollution Prevention Plan 2240665-134393 Page 12 3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties in a manner determined by its geometry and the hydraulic structure located at its outlets. Subcatchments, reaches, and ponds and links are represented by hexagons, squares, and triangles, and broken boxes respectively, on the watershed routing diagrams provided with the computations included in Appendix D and Appendix E. The analysis of hydrologic and hydraulic conditions and proposed stormwater management facilities, servicing the study area, was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The separation of the watershed into subcatchments was dictated by watershed conditions, methods of collection, conveyance, and points of discharge. Watershed characteristics for each subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic maps, aerial photographs, a topographical survey, soil surveys, site investigations, and land use maps. Proposed stormwater management practices were designed and evaluated in accordance with the Design Manual and local regulatory requirements. The hydrologic and hydraulic analysis considered the SCS Type II 24-hour storm events identified in the following Table. Table 8: Design Events Facility 24-hour Storm Event Storm Sewer 10- or 25-year Stormwater Management Practice(s) 1-year 10-year 100-year Flood Conditions 100-year 3.6.3 Performance Summary Per Section 4.6 of the Design Manual , the CPv requirement does not apply as the reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems. A comparison of the pre- and post-development watershed conditions was performed for all Design Points and storm events evaluated herein. For all Design Points and design storms, this comparison demonstrates that the peak rate of runoff will not be increased. Therefore, the project will not have a significant adverse impact on the adjacent or downstream properties or receiving water courses. The results of the computer modeling used to analyze the pre- and post-development watersheds are presented in Appendix D and Appendix E, respectively. The following Table summarizes the results of this analysis. Stormwater Pollution Prevention Plan 2240665-134393 Page 13 Table 9: Summary of Pre- and Post-Development Peak Discharge Rates Pre- vs. Post-Development Discharge Rate (cfs) Design Point (AP) 10-year 24-hour storm event 100-year 24-hour storm event Pre Post Pre Post 1 63.35 60.32 166.95 177.10 Total 63.35 60.32 166.95 177.10 3.7 Climate Change Consideration This report presents the consideration for future physical risks due to climate change, in accordance with Part III.A.2 of the permit. Overall site planning, control measures and practices, conveyance systems and detention systems were evaluated against the seven (7) physical risks identified by NYSDEC due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR 490, and associated guidance. Appendix C provides a description of each consideration, specific to the project. · NOAA Sea Level Rise Mapper 4.0 CONSTRUCTION SEQUENCE This project has not received written approval from NYSDEC the Town of Ithaca allowing the disturbance of more than five acres of land at any one time. Therefore, if the Contractor’s construction sequence requires the disturbance of more than five acres at any one time, written approval must be obtained from written approval from NYSDEC the Town of Ithaca prior to disturbing more than five acres at once. The “Erosion and Sediment Control Plan” and the “Erosion and Sediment Control Plan Prior to Construction” in the accompanying drawings and waiver request identifies the major construction activities that are the subject of this SWPPP. The order (or sequence) in which the major activities are expected to begin is presented on the accompanying drawings, though each activity will not necessarily be completed before the next begins. In addition, these activities could occur in a different order if necessary to maintain adequate erosion and sediment control. If this is the case, the contractor shall notify the Owner’s/Operator’s Engineer overseeing the implementation of the SWPPP. The Contractor will be responsible for implementing the erosion and sediment control measures identified on the plans. The Contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the Contractor. In accordance with Part III.B.c.iv. a phasing plan for the project and sequencing plans for all phases have been provided. The plans address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, and any other construction activity at the site that will result in soil disturbance. Refer to the plans for further information on the project phasing and sequencing. 5.0 CONSTRUCTION-PHASE POLLUTION CONTROL The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures that have been incorporated into the design of this project. These measures will be Stormwater Pollution Prevention Plan 2240665-134393 Page 14 implemented during construction, to minimize soil erosion and control sediment transport off-site, and after construction, to control the quality and quantity of stormwater runoff from the developed site. Erosion control measures, designed to minimize soil loss, and sediment control measures, intended to retain eroded soil and prevent it from reaching water bodies or adjoining properties, have been developed in accordance with the following documents: · NYSDEC SPDES General Permit for Stormwater Discharges From Construction Activity, Permit No. GP-0-25-001 (effective January 29, 2025 through January 28, 2030) · New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November 2016) The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment control measures. These documents include limitations on the duration of soil exposure, criteria and specifications for placement and installation of the erosion and sediment control measures, a maintenance schedule, and specifications for the implementation of erosion and sediment control practices and procedures. Temporary and permanent erosion and sediment control measures that shall be applied during construction generally include: 1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges. 2. Preservation of existing vegetation to the greatest extent practical. Following the completion of construction activities in any portion of the site, permanent vegetation shall be established on all exposed soils. 3. Site preparation activities to minimize the area and duration of soil disruption. 4. Establishment of permanent traffic corridors to ensure that “routes of convenience” are avoided. 5.1 Temporary Erosion and Sediment Control Measures The temporary erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.1.1 Stabilized Construction Access Prior to construction, stabilized construction access(es) will be installed, per accompanying plans, to reduce the tracking of sediment onto public roadways. Construction traffic must enter and exit the site at the stabilized construction access(es). The intent is to trap dust and mud that would otherwise be carried off-site by construction traffic. The access(es) shall be maintained in a condition, which will control tracking of sediment onto public rights-of-way or streets. When necessary, additional aggregate will be placed atop the filter fabric to assure the minimum thickness is maintained. All sediment and/or soil spilled, dropped, or washed onto public rights-of-way must be removed immediately. Periodic inspection and needed maintenance shall be provided after each substantial rainfall event. Stormwater Pollution Prevention Plan 2240665-134393 Page 15 5.1.2 Silt Fencing Prior to the initiation of and during construction activities, a geotextile filter fabric (or silt fence) will be established downgradient of all disturbed areas. These barriers may extend into non-impact areas to provide adequate protection of adjacent lands. Clearing and grubbing will be performed only as necessary for the installation of the sediment control barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after significant storm events will be performed by the Contractor(s). Maintenance of the fence will be performed as needed. 5.1.3 Temporary Seeding Because this site directly discharges to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C of GP-0-25-001, temporary soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the soil disturbance activity has temporarily ceased. 5.1.4 Stone and Block Drop Inlet Protection Concrete blocks surrounded by wire mesh and crushed stone will be placed around both existing catch basins, and proposed catch basins once they have been installed, to prevent sediment from entering the catch basins and storm sewer system. During construction, crushed stone shall be replaced as necessary to ensure proper function. depicted on the accompanying plans have been designed to provide 3,600 CF of storage per acre of tributary watershed. 5.2 Permanent Erosion and Sediment Control Measures The permanent erosion and sediment control measures described in the following sections are included as part of the construction documents. 5.2.1 Establishment of Permanent Vegetation Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The type of seed, mulch, and maintenance measures as described in the contract documents shall also be followed. Permanent soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the soil disturbance activity has permanently ceased. Final site stabilization is achieved when all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of 80 percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles) have been employed on all unpaved areas and areas not covered by permanent structures. 5.3 Other Pollutant Controls Part I.C.1 of GP-0-25-001 prohibits discharges from construction material wastewater, pollutants used in vehicle and equipment operation and maintenance, vehicle and equipment washing and toxic or hazardous substances. Stormwater Pollution Prevention Plan 2240665-134393 Page 16 The following table identifies materials and/or chemicals commonly used and/or stored on construction sites and should be addressed in the site-specific spill prevention and response plan: Stormwater Pollution Prevention Plan 2240665-134393 Page 17 Table 10: Common Construction Pollutants Material/Chemical Physical Description Stormwater Pollutants Location* Pesticides (insecticides, fungicides, herbicides, rodenticides) Various colored to colorless liquid, powder, pellets, or grains Chlorinated hydrocarbons, organophosphates, carbamates, arsenic Herbicides used for noxious weed control Fertilizer Liquid or solid grains Nitrogen, phosphorous Newly seeded areas Cleaning solvents Colorless, blue, or yellow-green liquid Perchloroethylene, methylene chloride, trichloroethylene, petroleum distillates No equipment cleaning allowed in project limits Asphalt Black solid Oil, petroleum distillates Streets and roofing Concrete White solid/grey liquid Limestone, sand, pH, chromium Curb and gutter, building construction Curing compounds Creamy white liquid Naphtha Curb and gutter Hydraulic oil/fluids Brown oily petroleum hydrocarbon Mineral oil Leaks or broken hoses from equipment Gasoline Colorless, pale brown or pink petroleum hydrocarbon Benzene, ethyl benzene, toluene, xylene, MTBE Secondary containment / staging area Diesel Fuel Clear, blue-green to yellow liquid Petroleum distillate, oil & grease, naphthalene, xylenes Secondary containment / staging area Kerosene Pale yellow liquid petroleum hydrocarbon Coal oil, petroleum distillates Secondary containment / staging area Antifreeze/coolant Clear green/yellow liquid Ethylene glycol, propylene glycol, heavy metals (copper, lead, zinc) Leaks or broken hoses from equipment Sanitary toilets Various colored liquid Bacteria, parasites, and viruses Staging area Construction materials Granular fill Various colored solids Sediment Stockpile / fill areas Subbase course Gray/brown solid Sediment, dust Stockpile Topsoil Brown solid Sediment Stockpile Mulch Various colored solid Sediment, debris Staging area Seed Brown/yellow solid Nutrients, debris Staging area HDPE Storm Pipe Black solid Staging area SDR-35, SDR-21 PVC Pipe Various colored solid Staging area Metals Frames and Grates Gray solid Staging area Joint Sealant Light gray viscous solid Polyurethane Staging area *(Area where material/chemical is used on-site) Stormwater Pollution Prevention Plan 2240665-134393 Page 18 5.4 Construction Housekeeping Practices During the construction phase, the Contractor(s) will implement the following measures: 5.4.1 Sediment Sweeping/Vacuuming Any sediment that is tracked by construction vehicles or erosion onto adjacent public or private impervious surfaces must be swept or vacuumed, utilizing self-propelled and/or walk-behind equipment, and removed on a daily basis. Kick brooms and sweeper attachments are not an acceptable means of sweeping. Sweeping or vacuuming should not take place while tracked sediment is wet. If tracked sediment is compacted, the sediment must be scraped loose prior to sweeping or vacuuming. 5.4.2 Material Stockpiles Material resulting from clearing and grubbing operations that will be stockpiled on-site, must be adequately protected with downgradient erosion and sediment controls. 5.4.3 Equipment Cleaning and Maintenance The Contractor(s) will designate areas for equipment cleaning, maintenance, and repair. The Contractor(s) and subcontractor(s) will utilize those areas. The areas will be protected by a temporary perimeter berm. 5.4.4 Detergents The use of detergents for large-scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 5.4.5 Spill Prevention and Response A Spill Prevention and Response Plan shall be developed, for the pollutants identified in Section 5.3, for the site by the Contractor(s) that addresses the following: 1. Reducing chance of spills 2. Stopping the source of spills 3. Containing and cleaning up spills 4. Disposing of materials contaminated by spills 5. Training personnel responsible for spill prevention/response 6. Material handling procedures 7. Material storage requirements The plan shall detail the steps required in the event of an accidental spill and shall identify contact names and phone numbers of people and agencies that must be notified. The plan shall include Safety Data Sheets (SDS) for all materials to be stored on-site. All workers on- site will be required to be trained on safe handling and spill prevention procedures for all materials used during construction. Regular tailgate safety meetings shall be held and all workers that are expected on the site during the week shall be required to attend. 5.4.6 Concrete Washout Areas A temporary concrete washout area shall be provided for every project where concrete will be poured or otherwise formed on-site and shall consist of an excavated or above-ground lined construction pit where concrete trucks or equipment can be washed out after their loads have been discharged. Waste generated from concrete wash water that shall not be allowed to flow into drainage ways, inlets, receiving Stormwater Pollution Prevention Plan 2240665-134393 Page 19 waters, highway right-of-way, or any location other than the designated concrete washout area(s). Proper signage shall be placed adjacent to the facility to designate the “Concrete Washout Area”. Locate the facility a minimum of 100-feet from drainage swales, storm drain inlets, wetlands, streams, and other surface waters. Prevent surface water from entering the washout area. The hardened residue from the concrete wash areas will be disposed of in the same manner as other non-hazardous construction waste materials. Maintenance of the washout area shall include removal of hardened material when 75% of the storage capacity is filled, and a minimum freeboard of 12 inches shall be maintained. The Contractor will be responsible for seeing that these procedures are followed. The project may require the use of multiple concrete washout areas based on the frequency of concrete pours. 5.4.7 Material Storage Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an area that prevents negative impacts of construction materials on stormwater quality. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated, and disposed of at an approved solid waste or chemical disposal facility. 6.0 INSPECTIONS, MAINTENANCE, AND REPORTING 6.1 Inspection and Maintenance Requirements 6.1.1 Pre-Construction Inspection and Certification Prior to the commencement of construction, the Qualified Inspector/Qualified Professional shall conduct an assessment of the site and certify that the appropriate erosion and sediment control measures have been adequately installed and implemented. The Contractor shall contact the Qualified Inspector/Qualified Professional once the erosion and sediment control measures have been installed. 6.1.2 Construction Phase Inspections and Maintenance A Qualified Inspector/Qualified Professional, as defined in Appendix A of the General Permit GP-0-25- 001, shall conduct regular site inspections between the time this SWPPP is implemented and final site stabilization. Because this project site directly discharges to one of the 303(d) segments listed in Appendix D of GP-0-25-001 or is located in one of the watersheds listed in Appendix C of GP-0-25-001, site inspections shall occur at an interval of at least twice every seven (7) calendar days, with the inspections separated by a minimum of at least two (2) full calendar days. The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections, the Qualified Inspector/Qualified Professional will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control Stormwater Pollution Prevention Plan 2240665-134393 Page 20 system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. 1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction access will be constructed where vehicles enter and exit. This access will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. 2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. 3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. 4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. 5. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Within one (1) business day of the completion of an inspection, the Qualified Inspector/Qualified Professional shall notify the Owner/Operator and appropriate contractor or subcontractor 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 the notification and shall complete the corrective actions in a reasonable time frame. In addition to the inspections performed by the Qualified Inspector/Qualified Professional, the Contractor shall perform routine inspections that include a visual check of all erosion and sediment control measures. All inspections and maintenance shall be performed in accordance with the inspection and maintenance schedule provided on the accompanying plans. Sediment removed from erosion and sediment control measures will be exported from the site, stockpiled for later use, or used immediately for general non-structural fill. It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the accompanying plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers, sediment traps, etc.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. Stormwater Pollution Prevention Plan 2240665-134393 Page 21 6.1.3 Temporary Suspension of Construction Activities 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 frequency of Qualified Inspector/Qualified Professional inspections can be reduced to once every 30 calendar days. Prior to reducing the frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 7 stormwater contact person and the town of Ithaca in writing. 6.1.4 Partial Project Completion For construction sites where soil disturbance activities have been shut down with partial project completion, 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 inspections by the Qualified Inspector/Qualified Professional can stop. Prior to the shutdown, the Owner/Operator shall notify the NYSDEC Region 7 stormwater contact person and the Town of Ithaca in writing. If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of Termination (NOT) shall be properly completed and submitted to the NYSDEC. 6.1.5 Post-Construction Inspections and Maintenance Inspections and maintenance of final stabilization measures and post-construction stormwater management practices shall be performed in accordance with Appendix G, once all disturbed areas are stabilized and all stormwater management systems are in place and operable. 6.2 Reporting Requirements 6.2.1 Inspection Reports Pursuant to Part IV.C of GP-0-25-001, inspection reports shall be prepared for the duration of construction, as outlined herein, and shall be signed by the Qualified Inspector or Qualified Professional. A sample inspection form is provided in Appendix F. At a minimum, each inspection report shall record the following information: 1. Permit identification number; and 2. Date and time of inspection; and 3. Name and title of person(s) performing inspection; and 4. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection, including the temperature at the time of the inspection; and 5. A description of the condition of the runoff at all points of discharge from the construction site. This must 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; and 6. A description of the condition of all surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This must include identification of any discharges of sediment to the surface waters of the State; and Stormwater Pollution Prevention Plan 2240665-134393 Page 22 7. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and 8. 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; and 9. Description and sketch (map) 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; and 10. Estimates, in square feet or acres, of the following areas: a. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and b. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and c. Total area that has achieved temporary stabilization; and d. Total area that has achieved final stabilization; and 11. Current stage of construction of all SMPs and identification of all construction activity on site that is not in conformance with the SWPPP and technical standards; and 12. 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 SMP(s); and 13. Identification and status of all corrective actions that were required by previous inspection; and 14. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector must attach 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 must 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 must 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. 6.2.2 Site Log Book Pursuant to Part I.E.3 of GP-0-25-001, the Owner/Operator shall retain a copy of the General Permit, NOI, NOI Acknowledgment Letter, MS4 SWPPP Acceptance Form (if applicable), inspection reports, contractor and subcontractor certification forms, and all documentation necessary to demonstrate eligibility under the permit, at the construction site from commencement of construction activity until the date that all areas of disturbance have achieved final stabilization and the Notice of Termination has been submitted to the NYSDEC. The Site Log Book shall be maintained on-site in a secure location (i.e. job trailer, on-site construction office, or mailbox with lock) and must be accessible during normal business hours to an individual performing a compliance inspection. 6.2.3 Post Construction Records and Archiving Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction Site Log Book, and records of all data used to complete the NOI to be covered by this permit, for a period Stormwater Pollution Prevention Plan 2240665-134393 Page 23 of at least five years from the date that the site is finally stabilized. This period may be extended by the NYSDEC, at its sole discretion, at any time upon written notification. Records shall be maintained of all post construction inspections and maintenance work performed in accordance with the requirements outlined in Appendix G. 7.0 SWPPP IMPLEMENTATION RESPONSIBILITIES A summary of the responsibilities and obligations of all parties involved with compliance with the NYSDEC SPDES General Permit GP-0-25-001 conditions is outlined in the subsequent sections. For a complete listing of the definitions, responsibilities, and obligations, refer to the SPDES General Permit GP-0-25-001 presented in Appendix J. 7.1 Owner’s/Operator's Responsibilities 1. Ensure that control measures are selected, designed, installed, implemented and maintained to minimize the discharge of pollutants and prevent a violation of the water quality standards, meeting the non-numeric effluent limitations in Part II.B.1.(a)-(e) of the SPDES General Permit and in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. 2. Ensure that practices are selected, designed, installed, and maintained to meet the performance criteria in the Design Manual. Practices must be designed to meet the applicable sizing criteria in Part II.C.2.a., b., c. or d. of GP-0-25-001. 3. Retain the services of a “Qualified Inspector” or “Qualified Professional” as defined under Section 2.1, to provide the services outlined in Section 7.5 “Qualified Inspector’s/Qualified Professional’s Responsibilities.” 4. Retain the services of a “Qualified Professional,” as defined under Section 2.1, to provide the services outlined in Section 2.3 “Owner’s/Operator’s Engineers Responsibilities.” 5. Have an authorized corporate officer sign the Owner/Operator Certification Form to accompany the eNOI. A copy of the completed NOI is included in Appendix B. 6. Submit the electronic version of the NOI (eNOI) along with the MS4 SWPPP acceptance form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 7. Submit the electronic version of the NOI (eNOI) along with the MS4 No Jurisdiction Form using the NYSDEC’s website (http://www.dec.ny.gov/chemical/43133.html). 8. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are generally issued in the fall of each year. The initial fee is calculated as $110.00 per acre disturbed plus $675.00 per acre of net increase in impervious cover, and the annual fee is $110.00. 9. Prior to the commencement of construction activity, identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion control practices included in the SWPPP and the contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in Stormwater Pollution Prevention Plan 2240665-134393 Page 24 the SWPPP. Each of the contractors and subcontractors must identify at least one person from their company to be the trained contractor that will be responsible for implementation of the SWPPP. Ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. 10. Schedule a pre-construction meeting which shall include the town of Ithaca representative, Owner’s/Operator’s Engineer, Qualified Inspector, Contractor, and their sub-contractors to discuss responsibilities as they relate to the implementation of this SWPPP. 11. Retain the services of an independent certified materials testing and inspection firm operating under the direction of a licensed Professional Engineer to perform regular tests, inspections, and certifications of the construction materials used in the construction of all post-construction stormwater management practices. 12. Retain the services of a NYS licensed land surveyor to perform an as-built topographic survey of the completed post-construction stormwater management facilities. 13. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator’s Engineer to 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 NYSDEC. 14. The Owner/Operator is authorized to commence construction activity as of the authorization date indicated in the Letter of Authorization (LOA), which is sent by NYSDEC after a complete eNOI is submitted. 15. Forward a copy of the LOA received from DEC to the Owner’s/Operator’s Engineer for project records, and to the Contractor for display at the construction site. 16. As of the date the LOA is received, the Owner/Operator must make the eNOI, SWPPP and LOA available for review and copying in accordance with the requirements in Part VII.H. of GP-0-25- 001. When applicable, as of the date an updated LOA is received, the Owner/Operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 17. The Owner/Operator must ensure compliance with all requirements of GP-0-25-001 and that the provisions of the SWPPP, including any changes made to the SWPPP in accordance with Part III.A.5., are properly implemented and maintained from the commencement of construction activity until all area of disturbance have achieved final stabilization; and the Owner/Operator’s coverage under the permit is terminated in accordance with Part V.A.5.a. 18. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the Owner/Operator must maintain at the construction site, a copy of all documentation necessary to demonstrate eligibility with GP-0-25-001, a copy of GP-0-25-001, the SWPPP, the signed SWPPP Preparer Certification Form, the signed MS4 SWPPP Acceptance Form, NYCDEP SWPPP Acceptance/Approval Form, MS4 No Jurisdiction Form, signed Owner/Operator Certification Form, eNOI, and LOA, and LOA transmittal to the MS4 Operator in accordance with Part I.D.3.c. 19. The Owner/Operator must maintain at the construction site, until Part I.E.2.a and b. have been met, as of the date the documents become final or are received, a copy of the responsible contractor’s or subcontractor's certification statement(s) in accordance with Part III.A.7, and Stormwater Pollution Prevention Plan 2240665-134393 Page 25 inspection reports in accordance with Part IV.C.4. and 6., and Request to Disturb Greater than Five Acres and the Authorization Letter to Disturb Greater than Five Acres in accordance with Part I.E.6, Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4., and the updated LOA(s) in accordance with Part I.E.9. 20. The Owner/Operator must maintain the documents 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. The documents must be paper documents unless electronic documents are accessible to the inspector during an inspection to the same extent as a paper copy stored at the site would be. If electronic documents are kept on site, the Owner/Operator must maintain functional equipment on site available to an inspector during normal hours of operation such that an inspector may view the electronic documents in a format that can be red in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 21. Upon finding a significant non-compliance with the practices described in the SWPPP or violation of GP-0-25-001, NYSDEC may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order must be in writing, describe the non- compliance in detail, and be sent to the Owner/Operator. Forward a copy of any stop work order received immediately to the Owner’s/Operator’s Engineer and to the Contractor. 22. If any human remains or archaeological remains are encountered during excavation, the Owner/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. 23. To be authorized to implement modifications to the information previously submitted in the eNOI, the Owner/Operator must notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI, update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D., and receive an updated LOA. 24. The eNOI, SWPPP, LOA, updated LOAs, and inspection reports required by GP-0-25-001 are public documents that the Owner/Operator must make available for review and copying by any person within five (5) business days of the Owner/Operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 25. The Owner/Operator must terminate coverage when the project reaches total project completion, has a planned shutdown with partial project completion, is changing Owner/Operator or has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 26. Have a qualified inspector perform a final site inspection prior to submitting the eNOT. 27. Prior to submitting a Notice of Termination, ensure for SMP(s) that are privately owned, the Owner/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/Operator’s deed of record. Stormwater Pollution Prevention Plan 2240665-134393 Page 26 28. Submit a complete Notice of Termination form electronically using the NYSDEC eNOT. Coverage is terminated as of the termination date indicated in the Letter of Termination (LOT), which is sent by NYSDEC after a complete eNOT is submitted. 29. Request and receive all SWPPP records from the Owner’s/Operator’s Engineer and archive those records, along with the LOT, for a period of at least five (5) years from the date that NYSDEC accepts a complete NOT submitted. 30. Implement the Post-Construction Inspections and Maintenance procedures outlined in Appendix G. 31. The Owner/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/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 project site; 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; and c) To address issues or deficiencies identified during an inspection by the “Qualified Inspector,” the Department, or other Regulatory Authority. d) To document the final construction conditions. 32. 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, in conformance with Part I.G.. 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. 7.2 Owner’s/Operator’s Engineer’s Responsibilities 1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance with all federal, state, and local regulatory requirements. 2. Prepare the electronic Notice of Intent (eNOI) (see Appendix B) and sign the “SWPPP Preparer Certification Form.” Forward the Owner/Operator Certification Form to the Owner/Operator for signature. 3. Provide copies of the SWPPP to the Town of Ithaca once all signatures and attachments are complete. 4. Enter Contractor’s information in Section 7.5 “SWPPP Participants” once a Contractor is selected by the Owner/Operator. 5. Participate in a pre-construction meeting which shall include the Town of Ithaca representative, Owner/Operator, Qualified Inspector, Contractor, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. Stormwater Pollution Prevention Plan 2240665-134393 Page 27 6. Update the SWPPP each time there is a significant modification to the pollution prevention measures or a change of the principal Contractor working on the project who may disturb site soil. 7.3 Contractor's Responsibilities 1. Sign the SWPPP Contractor's Certification Form contained within Appendix B and forward to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book. 2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP. Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities are being performed. The Trained Contractor shall 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 conditions at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 3. Provide the names and addresses of all subcontractors working on the project site. Require all subcontractors who will be involved with construction activities that will result in soil disturbance to identify at least one Trained Contractor that will be on site on a daily basis when soil disturbance activities are being performed; and to sign a copy of the Subcontractor’s Certification Form contained within Appendix B, then forward to the Owner’s/Operator’s Engineer for inclusion into the Site Log Book. This information must be retained as part of the Site Log Book. 4. Maintain a Spill Prevention and Response Plan in accordance with requirements outlined in Section 5 of this SWPPP. This plan shall be provided to the Owner’s/Operator’s Engineer for inclusion in the Site Log Book, prior to mobilization on-site. 5. Participate in a pre-construction meeting which shall include the Town of Ithaca representative, Owner/Operator, Owner’s/Operator’s Engineer, Qualified Inspector, and all subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 6. If Contractor plans on utilizing adjacent properties for material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial activity other than construction (such as operating asphalt and/or concrete plants) at the site, Contractor shall submit appropriate documentation to the Owner’s/Operator’s Engineer so that the SWPPP can be modified accordingly. 7. Implement site stabilization, erosion and sediment control measures, and other requirements of the SWPPP. 8. In accordance with the requirements in the most current version of the NYS Standards and Specifications for Erosion and Sediment Control, conduct inspections of erosion and sediment control measures installed at the site to ensure that they remain in effective operating condition at all times. Prepare and retain written documentation of inspections as well as of all repairs/maintenance activities performed. This information must be retained as part of the Site Log Book. 9. Begin implementing corrective actions within one (1) business day of receipt of notification by the Qualified Inspector/Qualified Professional of any corrective actions, if the corrective action Stormwater Pollution Prevention Plan 2240665-134393 Page 28 does not require engineering design, that need to be taken and have completed within five (5) business days. If the corrective action requires engineering design, begin the engineering design process within five (5) business days and complete the corrective action in a reasonable time frame but no later than within 60 days. 10. Maintain a record of the date(s) and location(s) that soil restoration is performed in accordance with the accompanying plans and NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” dated April 2008. A copy of this is publication is provided in Appendix H. The record that is to be maintained shall be a copy of the overall site grading plan delineating the area(s) and date(s) that the soil was restored. 11. Upon completion of all construction at the site, the contractor responsible for overall SWPPP Compliance shall sign the certification on their Contractor Certification Form indicating that: a.) all temporary erosion and sediment control measures have been removed from the site, b.) the on-site soils disturbed by construction activity have been restored in accordance with the SWPPP and the NYSDEC Division of Water’s publication “Deep-Ripping and Decompaction,” and c.) all permanent stormwater management practices required by the SWPPP have been installed in accordance with the contract documents. 7.4 Qualified Inspector’s/Qualified Professional’s Responsibilities 1. Participate in a pre-construction meeting with the Town of Ithaca representative, Owner/Operator, Owner/Operator’s Engineer, Contractor, and their subcontractors to discuss responsibilities as they relate to the implementation of this SWPPP. 2. Conduct an initial assessment of the site prior to the commencement of construction and certify in an inspection report that the appropriate erosion and sediment control measures described within this SWPPP have been adequately installed and implemented to ensure overall preparedness of the site. 3. Provide on-site inspections to determine compliance with the SWPPP. Site inspections shall occur at an interval of at least once every seven calendar days. A written inspection report shall be provided to the Owner/Operator and general contractor within one business day of the completion of the inspection, with any deficiencies identified. A sample inspection form is provided in Appendix F. 4. Prepare an inspection report subsequent to each and every inspection that shall include/address the items listed in Part IV.C.4 of GP-0-25-001. Sign all inspection reports and maintain on site with the SWPPP. 5. Notify the owner/operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. 6. Prepare a construction Site Log Book to be used as a record of all inspection reports generated throughout the duration of construction. Ensure that the construction Site Log Book is maintained and kept up-to-date throughout the duration of construction. 7. Review the Contractor’s SWPPP records on a periodic basis to ensure compliance with the requirements for daily reports, soil restoration, inspections, and maintenance logs. Stormwater Pollution Prevention Plan 2240665-134393 Page 29 8. on the as-built survey and material testing certifications performed by others, the Qualified Professional shall perform evaluations of the completed stormwater management practices to determine whether they were constructed in accordance with this SWPPP. 9. The Qualified Professional shall conduct a final site assessment and prepare a certification letter to the Owner/Operator indicating that, upon review of the material testing and inspection reports prepared by the firm retained by the Owner/Operator, review of the completed topographic survey, and evaluation of the completed stormwater management facilities, the stormwater management facilities have been constructed substantially in accordance with the contract documents and should function as designed. 10. Prepare the Notice of Termination (NOT). The Qualified Professional shall sign the NOT Certifications VI (Final Stabilization) and VII (Post-construction Stormwater Management Practices) and forward the NOT to the Owner/Operator for signature on Certification VIII (Owner/Operator Certification). 11. Transfer the SWPPP documents, along with all NOI's, permit certificates, NOT's, construction Site Log Book, and written records required by the General Permit to the Owner/Operator for archiving. Stormwater Pollution Prevention Plan 2240665-134393 Page 30 7.5 SWPPP Participants 1. Owner’s/Operator’s Engineer 2: Kelly Sullivan, PE LaBella Associates, DPC 300 State Street, Suite 201 Rochester, NY 14614 Phone: (585) 454-6110 2. Owner/Operator 3: Ryan McCune Bomber Heights Solar, LLC 101 Summer Street, 2nd. Floor Boston, MA 02110 Phone: 607 592-5648 3. Contractor4,6: Name and Title: Company Name: Mailing Address: Phone: Fax: 2 Refer to Appendix B for the SWPPP Preparer Certification Form. 3 Refer to Appendix B for the Owner/Operator Certification Form. 5 Refer to Appendix B for Contractor and Subcontractor Certification Form. 6 Contractor’s information to be entered once the Contractor has been selected. Appendix a: figures A-1: Site Location Map A-2: Soils Map A-3: Historic Places Screening Map A-4: Environmental Resource Map A-5: Environmental Review Documentation A-6: FEMA Firm Map A-7: Pre-Development Watershed Delineation Map A-8: Post-Development Watershed Delineation Map A-1 SITE LOCATION MAP SA PROJECT LOCATION DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 1 4 : 1 0 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/2025 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-2 SASOILS MAP DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 2 0 : 2 3 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/25 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-2 SASOILS LEGEND DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 2 1 : 5 0 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/25 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-2 SASOILS TABLE DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 2 4 : 0 8 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/2025 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-3 SAHISTORIC PLACES SCREENING MAP DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 2 6 : 0 2 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/25 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-4 SAENVIRONMENTAL RESOURCE MAP DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 2 8 : 2 8 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/25 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com A-5 SAFEMA FIRM MAP DRAWING NUMBER: © 2022 LaBella Associates PROJECT NAME: DRAWN BY: ISSUED FOR: DATE:PROJECT NO.: 10 / 2 9 / 2 0 2 5 1 2 : 3 2 : 3 0 P M \\ c a s h . l a b \ u \ P r o j e c t s \ N e x a m p \ 2 2 4 0 6 6 5 - 1 3 4 3 9 3 T r o y H e i g h t s S o l a r P V \ 1 1 _ R e p o r t s \ S W P P P \ P a r t s \ A _ A p p A _ F I G U R E S . d w g BOMBER HEIGHTS ITCHA, NY 14850 2240665 SWPPP FIGURE - NOT FOR CONSTRUCTION 10/27/25 It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. DRAWING NAME: 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE ES-1 Tc = 33.3 MIN Cn = 76 ACRES = 62.00 DESIGN POINT 1 (DP-1) TIME OF CONCENTRATION (TC) DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2024 LaBella Associates VE R S I O N 2 3 . 1 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 TROY HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SA KS PERMIT OCTOBER 2025 PRE-DEVELOPMENT DRAINAGE AREA MAP SCALE: 1'':100' N 0'200'400'600' LEGEND EXISTING PROPOSED DESCRIPTION UTILITY POLE OVERHEAD ELECTRIC UE UNDERGROUND ELECTRIC TREE/VEGETATION LIMIT AGRICULTURAL FENCE PROPERTY LINE SETBACK LINE RIGHT-OF-WAY OE ASPHALT ACCESS ROAD ⅊⅊ WETLAND WETLAND BUFFER DECIDUOUS SHRUB CONIFEROUS TREE STORM LINE PERVIOUS GRAVEL ACCESS ROAD BALLASTED FENCE ST PRE-DEVELOPMENT DRAINAGE AREA MAP A-6 NOW OR FORMERLY PARKER FAMILY LIMITED PARTNERSHIP, BY BRUCE PARKER AND CAROL PARKER TAX ACCT: 49-1-26.4 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.3 NOW OR FORMERLY JOHN M. ORAK AND STEPHANIE ORAK TAX ACCT: 49-1-12.2 NOW OR FORMERLY SOUTH HILL RENTALS, LLC TAX ACCT: 49-1-13 NOW OR FORMERLY ERIC S. LEVINE TAX ACCT: 49-1-17.4 NOW OR FORMERLY WILLIAM E. MURRAY AND JEANETTE M. MURRAY TAX ACCT: 49-1-17.1 NOW OR FORMERLY THOMAS HOWARTH TAX ACCT: 49-1-21.4 NOW OR FORMERLY NEW YORK STATE ELECTRIC AND GAS CORPORTATION TAX ACCT: 49-1-25 NOW OR FORMERLY JAMES E. SEMP TAX ACCT: 49-1-30 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 49-1-26.3 NOW OR FORMERLY TROY HEIGHTS, LLC TAX ACCT: 49-1-26.2 NOW OR FORMERLY KURT LICHTMANN TAX ACCT: 49-1-15.2 THOMAS J PFAFF AND JANICE PFAFF TAX ACCT: 49-1-10 NOW OR FORMERLY EDWARD SHIPOS AND JUNE SHIPOS TAX ACCT: 49-1-14 NOW OR FORMERLY ERIC LEVINE AND ANNE LEVINE TAX ACCT: 49-1-17.3 NOW OR FORMERLY MICHAEL F CARR AND LORI K CARR TAX ACCT: 49-1-16 NOW OR FORMERLY JEFFREY LACOVELLI AND SALLY LACOVELLI TAX ACCT: 44-1-5.2 NOW OR FORMERLY CHERYL A WELSH AND MARK WELSH TAX ACCT: 44-1-5.3 NOW OR FORMERLY JOHN W WHITE TAX ACCT: 44-1-4.58 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.57 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.56 NOW OR FORMERLY NANCY S QUARRIER TAX ACCT: 44-1-4.55 NOW OR FORMERLY JESSICA CAVIN DEBRA LANKFORD DEBRA LANKFORD TAX ACCT: 44-1-4.54 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY TOWN OF ITHACA TAX ACCT: 44-1-5.1 NOW OR FORMERLY BALLARD JUSTIN SMITH JESSICA PARRISH TAX ACCT: 44-1-4.52 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.51 NOW OR FORMERLY HERITAGE PARK TOWNHOUSES, INC TAX ACCT: 44-1-4.50 NOW OR FORMERLY COLE LACOVELLI KRYSTINA LACOVELLI TAX ACCT: 44-1-4.50 NOW OR FORMERLY NATHANIEL M VACANTI ELENA PANIZZA TAX ACCT: 44-1-4.48 NOW OR FORMERLY JOHN J FLAHERTY TAX ACCT: 44-1-4.47 OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE 0+00 1+00 2+00 3+003+12 0+00 1+00 2+00 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+ 0 0 11+ 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17+ 0 0 18+ 0 0 18+ 7 1 63' 48" SICPP @ 0.0% TC FLOW PATH (TYP.) PS-1A Tc = 32.5 MIN Cn =76 ACRES = 49.054 PS-1B Tc = 31.4 MIN Cn =77 ACRES = 8.250 PS-1C Tc = 23.5 MIN Cn =78 ACRES = 4.706 DRAWING NAME: 6/ 3 / 2 0 1 0 8 : 4 7 : 5 6 A M DRAWING NUMBER: DATE: ISSUED FOR: DRAWN BY: REVIEWED BY: PROJECT NUMBER: © 2024 LaBella Associates VE R S I O N 2 3 . 1 NEXAMP 101 SUMMER STREET BOSTON, MASSACHUSETTS 02110 TROY HEIGHTS STORAGE TROY ROAD ITHACA, NY 14850 2240665 - 137423 It is a violation of New York Education Law Art. 145 Sec. 7209 & Art. 147 Sec. 7307, for any person, unless acting under the direction of a licensed architect, professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and date of such alteration, and a specific description of the alteration. 300 State Street, Suite 201 Rochester, NY 14614 585-454-6110 labellapc.com CERTIFICATE OF AUTHORIZATION NUMBER: PROFESSIONAL ENGINEERING: LAND SURVEYING: GEOLOGICAL: EXP:EXP: SA KS PERMIT OCTOBER 2025 PRE-DEVELOPMENT DRAINAGE AREA MAP SCALE: 1'':100' N 0'200'400'600' LEGEND EXISTING PROPOSED DESCRIPTION UTILITY POLE OVERHEAD ELECTRIC UE UNDERGROUND ELECTRIC TREE/VEGETATION LIMIT AGRICULTURAL FENCE PROPERTY LINE SETBACK LINE RIGHT-OF-WAY OE ASPHALT ACCESS ROAD ⅊⅊ WETLAND WETLAND BUFFER DECIDUOUS SHRUB CONIFEROUS TREE STORM LINE PERVIOUS GRAVEL ACCESS ROAD BALLASTED FENCE ST PRE-DEVELOPMENT DRAINAGE AREA MAP A-6 Appendix B: forms Notice of Intent (NOI) SWPPP Preparer Certification Form Owner/Operator Certification Form Contractor and Subcontractor Certification Forms Notice of Termination (NOT) SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b., the completed form must be attached to the eNOI and submitted to NYSDEC electronically.) Project/Site Name: eNOI Submission ID: Owner/Operator Name: Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) has been prepared in accordance with the requirements of GP-0-25-001. I certify under penalty of law that the SWPPP and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SWPPP Preparer First Name MI SWPPP Preparer Last Name Signature Date Revised: January 2025 Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.13 (Submission #: HQG-X8N6-7QTQR, version 1) Details Originally Started By SAJA AL GBURI Alternate Identifier Bomber Heights Solar PV—Region 7 Submission ID HQG-X8N6-7QTQR Status Draft Form Input Eligibility Disturbance Threshold Yes No No No Other SPDES Permits 1. Will the construction activity involve soil disturbances listed in Part I.A.1 of GP-0-25- 001? 1.a. Will any runoff from the site enter a sewer system classified as a combined sewer? 1.b. Is this a remediation project being done under a Department approved work plan (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) with a SWPPP which meets the substantive requirements of GP-0-25-001? 1.c. Is the construction activity related to a stormwater discharge that does not require a permit as described in 40 CFR 122.3(e), e.g. non-point source agriculture or silviculture activities? Yes Threatened and Endangered Species No State Historic Preservation Act (SHPA) Yes State Environmental Quality Review (SEQR) No Uniform Procedures Act (UPA) Permits Yes Steep Slope Yes No Owner/Operator Information 8. Owner/Operator Name Bomber Heights Solar, LLC 2. Will the discharge from the construction activity meet all conditions listed in Part I.A.2 of GP-0-25-001? 3. Will the construction activity potentially adversely affect a species that is endangered or threatened per Part I.A.3.? 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)? 5. Is the construction activity subject to SEQR (Part I.A.5.), or the equivalent environmental review from another NYS or federal agency (Part I.A.6.)? 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? 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? 7.a. Will the construction activity disturb land with no existing impervious cover and on steep slope, as defined in Appendix A of GP-0-25-001? 9. Owner/Operator Contact Person Information First and Last Name Phone E-mail Ryan McCune 607 592-5648 rmccune@nexamp.com 10. Owner/Operator Mailing Address 101 Summer Street, 2nd. floor Boston, MA 02110 USA No Private Owner Site Information 13. Project/Site Name Bomber Heights Solar PV 14. Site Address Unaddressed parcel along Troy Road Ithaca, NY 14850 Tompkins DEC Region 7 15. Site Latitude & Longitude 42.40799515480467,-76.47505760192871 Project Details A construction activity not part of a common plan of development or sale in accordance with Part I.D.1.a. Table 2 11. Is the billing contact different from the Owner/Operator Contact? 12. What type of organization is the owner/operator? 16. This eNOI submission is for: 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". 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. Nexamp is proposing a development project, to include 5.0-MW solar array to be installed on approximately 47.7 acres consisting of one parcel totaling approximately 62 acres located at an unaddressed property along Troy Road, town of Ithaca, Tompkins County, New York 147750 (tax parcel ID: 49.00-1-26.2). Activities include the installation of a ground-mounted solar energy system of freestanding modules/panels, new electrical equipment, and accessories including fencing, under and aboveground electrical lines, access roads, and inverter/transformer equipment pads. The total project area of disturbance proposed is 33 acres 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) 62.0 20. Total Area to be Disturbed (acres) 34.0 21. Existing Impervious Area to be Disturbed (acres) 0.0 22. Future Impervious Area Within Disturbed Area (acres) 1.3 Nature of the project: New Construction No 24. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 0 B (%) 0 C (%) 23 D (%) 77 23. Do you plan to disturb more than 5 acres of soil at any one time? 25. Enter the planned start and end dates of the disturbance activities. Start Date 02/13/2026 End Date 10/09/2026 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Cayuga Lake, Southern End - 0705-0040 Lake Off Site Yes No No No No No Required SWPPP Components General SWPPP Requirements Yes Yes 27. Type of waterbody identified in question 26? 28. Has the surface waterbody in question 26 been identified as a 303(d) segment in Appendix D of GP-0-25-001? 29. Is this project located in one of the Watersheds identified in Appendix C of GP-0-25- 001? 30. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? 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? 33. Is this property owned by a state authority, state agency, federal government or local government? 34. Has a SWPPP been developed in conformance with the requirements in Part III. of GP-0-25-001? 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? Yes Yes 2024 SWPPP Preparer Professional Engineer (P.E.) 40. Name of the person who prepared the SWPPP Kelly Sullivan 41. SWPPP Preparer Organization Name Labella Associates 42. SWPPP Preparer Contact Information First and Last Name Phone E-mail Kelly Sullivan 607-377-9742 ksullivan@labellapc.com 43. SWPPP Preparer Address 300 STATE ST ROCHESTER, NY 14614-1020 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 B_App B3_eNOI SWPPP Preparer Certification_GP-0-25-001.pdf - 11/13/2025 10:45 AM Comment No 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)? 37. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the NYS Stormwater Management Design Manual? 37.a. Which version of the NYS Stormwater Management Design Manual was used to develop the SWPPP? 39. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: 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? All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001. Erosion & Sediment Control Criteria Yes Post-Construction Criteria Site Planning and Soil Restoration Preservation of Undisturbed Area Reduction of Clearing and Grading Locating Development in Less Sensitive Areas Preservation of Buffers All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). Water Quality Criteria 49. Water Quality Sizing Criteria Total WQv required (acre- feet) Total RRv provided (acre- feet) Minimum RRv (acre-feet) Total WQv provided (acre- feet) Sum of RRv and WQv provided 6024 3894 915 2130 6024 45. Has a construction sequence schedule for the planned management practices been prepared? 46. Identify all site planning practices that were used to prepare the final site plan/layout for the project. 47. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual. 49.a. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required. The project site has several physical and logistical limitations that prevent full treatment of 100% of the required Water Quality Volume (WQv). The available area for stormwater management practices is constrained by existing utilities, property boundaries, and required setbacks, leaving insufficient space to install standard-sized SMPs that would meet the full WQv. In addition, the site’s grading limitations and limited hydraulic head restrict the ability to incorporate deeper or larger practices without impacting adjacent structures or drainage patterns. Due to these constraints, the selected stormwater practices can only treat a portion of the required WQv. Alternative practices were evaluated; however, they were found to be infeasible based on constructability, maintenance access, and site geometry. Therefore, the proposed design represents the maximum achievable treatment while maintaining compliance with site constraints and ensuring safe and functional drainage. Water Quantity Criteria Yes Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems. Yes A downstream analysis reveals that overbank control is not required. Operation and Maintenance Yes 53.a. Identify the entity responsible for the long-term Operation and Maintenance. Nexamp Solar LLC Post-Construction SMP Identification 54. Post-Construction RR Techniques and Standard SMPs 51. Does one of the waiver conditions apply to the channel protection for this construction activity? 51.a. The need to provide channel protection has been waived because: 52. Does one of the waiver conditions apply to the Qp and Qf for this construction activity? 52.a. The need to meet the Qp and Qf criteria has been waived because: 53. Has a long-term Operation and Maintenance Plan for the post-construction stormwater management practice(s) been developed? RR Techniques and SMPs Contributing Impervious Area (acres) Total Contributing Area (acres) Sheet Flow to Riparian Buffers or Filter Strips (RR-2)0.090 0.090 Filtration Bioretention (F-5)0.770 Dry Swale (O-1)0.310 55. Alternative SMPs Type of Alternative SMP Manufacturer of the Alternative SMP Name of the Alternative SMP Contributing Impervious Area (acres) Other Permits None No MS4 SWPPP Acceptance Yes MS4 SWPPP Acceptance Form MS4 SWPPP Acceptance Form Download Download the MS4 SWPPP Acceptance Form from the link below. MS4 SWPPP Acceptance Form 60. MS4 Acceptance or No Jurisdiction Form Upload B_App B6_MS4 No Jurisdiction_GP-0-25-001.pdf - 12/05/2025 05:23 PM Comment No NONE PROVIDED NONE PROVIDED NONE PROVIDED NONE PROVIDED 56. Identify other permits, existing and new, that are required for this project/facility. 57. Is this NOI for a change in owner/operator per Part I.G.? 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)? 59.a. Which form is required per Part I.D.2.b.ii.? NONE PROVIDED 60.a. Has the form been signed by the principal executive officer or ranking elected official—or duly authorized representative of that person—in accordance with Part VII.J. and submitted along with this NOI? All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001. Owner/Operator Certification 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 B_App B4_eNOI Owner-Operator Certification_GP-0-25-001.pdf - 11/13/2025 10:44 AM Comment No All forms submitted with the eNOI must be signed in accordance with Part VII.J. per Part I.D.2.b. of GP-0-25-001. Additional Project Information 62. Enter any additional pertinent project information in the text box below. Attachments Date Attachment Name Context User 12/5/2025 5:23 PM B_App B6_MS4 No Jurisdiction_GP-0-25- 001.pdf Attachment SAJA AL GBURI 11/13/2025 10:45 AM B_App B3_eNOI SWPPP Preparer Certification_GP-0-25-001.pdf Attachment SAJA AL GBURI 11/13/2025 10:44 AM B_App B4_eNOI Owner-Operator Certification_GP-0-25-001.pdf Attachment SAJA AL GBURI 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 eNOI? NONE PROVIDED ___________________________________________________________ ________________________________ Owner/Operator Certification Form SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP) (In accordance with CGP Part I.D.2.b. or Part I.F.2. and 3., the completed form must be attached to the eNOI or the Request to Continue Coverage, and submitted to NYSDEC electronically. Project/Site Name: ________________________________________________________ eNOI Submission ID: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement -Owner/Operator I hereby certify that I read, and will comply with, the GP-0-25-001 permit requirements. I understand that authorization to discharge under the permit for the project/site named above is dependent on receipt of a Letter of Authorization (LOA) or a Letter of Continued Coverage (LOCC) from the New York State Department of Environmental Conservation (NYSDEC) in accordance with CGP Part I.D.3.b. or Part I.F.4. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner/Operator First Name MI Owner/Operator Last Name Signature Date Revised: January 2025 New York State Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 *(NOTE: Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR ___ ___ ___ ___ ___ ___ I. Owner or Operator Information 1. Owner/Operator Name: 2. Street Address: 3. City/State/Zip: 4. Contact Person:4a.Telephone: 4b. Contact Person E-Mail: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/Zip: 8. County: III. Reason for Termination 9a. □ All disturbed areas have achieved final stabilization in accordance with the general permit and *Date final stabilization completed 9b. □ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator’s permit identification number: NYR ___ ___ ___ ___ ___ ___ (Note: Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. □ Other (Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-stormwater management practices? □ yes □ no ( If no, go to question 10f.) 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed?□yes □ no (If no, explain on Page 2) 10c. Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued 10d. Has the entity responsible for long-operation and maintenance plan required by the general permit? □ yes □no 10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwater management practice(s): □Post-construction stormwater management practice(s) and any right-of-way(s) needed tomaintain practice(s) have been deeded to the municipality. □Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). □For post-construction stormwater management practices that are privately owned, a mechanism is 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. □For post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the operation and maintenance plan. 10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbance area? (acres) 11. Is this project subject to the requirements of a regulated, traditional land use control MS4? □ □no (If Yes, complete section VI - “MS4 Acceptance” statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b., if applicable) VI. MS4 Acceptance - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Notice of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity - continued VII. Qualified Inspector Certification - Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit, and that all temporary, structural erosion and sediment control measures have been removed. 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. Printed Name: Title/Position: Signature: Date: VIII.Qualified Inspector Certification - Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. 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. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision. My determination, based upon my inquiry of the person(s) who managed the construction activity, or those persons directly responsible for gathering the information, is that the information provided in this document is true, accurate and complete. 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. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination - January 2015) Page 3 of 3 Appendix c: Project evaluation and design calculations Precipitation P 2.34 in Total Area of Solar Panels A 17.33 ac Total Area of Solar Panels on slopes >8%Ap 7.40 ac Percent of Solar Panels on slopes >10% (i)Ap/A*100 43 % Runoff Coefficient (Rv)0.05 + 0.90*(i/100)0.43 WQv Required ((P*Rv*A)/12)*43560 63,932 cf Total Level Spreader Length L 8,950 ft Level Spreader Depth D 3 ft Level Spreader Width W 6 ft Level Spreader Cross Sectional Area D*W 18 sqft Total Level Spreader Volume L*D*W 161,100 cf Level Spreader Stone Void Ratio Vr 0.4 WQv Provided L*W*D*Vr 64,440 cf Proposed Level Spreader WQv Sizing Requirements WQv Provided via Level Spreaders for Panels on Steep Slopes WQv Required for Panels on Steep Slopes Step 2 - Calculate Water Quality Volume # cf af 28 6024 0.138 30 3894 0.089 31 32 915 0.021 32a 33a 2130 0.049 34 6024 0.138 35 Reported Value Yes No Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided ≥WQv Required? Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Step 2 - Calculate Water Quality Volume 64.64% Step 2 - Calculate Water Quality Volume Description Applicable Project Specific Evaluation Preservation of Undisturbed Areas Delineate and protect undisturbed forests, native vegetated areas, riparian corridors, water bodies, wetlands, and natural terrain. Yes Approximately28+/- Acres of land will remain undisturbed, in its natural state, which accounts for45% of the total project parcel. Preservation of Buffers Delineate and protect naturally vegetated buffers along perennial streams, rivers, shorelines, and wetlands. Yes The only disturbance that will occur within this buffer will include 0.5 acre. Reduction of Clearing and Grading Limit clearing and grading to the minimum amount needed for roads, driveways, foundations, utilities and stormwater management facilities. Yes Clearing and grading will be limited to the area of disturbance and will be minimized to the greatest extent practical. The limits of all proposed clearing will be demarcated in the field with orange construction fencing, prior to construction, to prevent unnecessary removal of trees. Locating Development in Less Sensitive Areas Avoid sensitive resource areas such as floodplains, steep slopes, erodible soils, wetlands, mature forests and critical habitats by locating development to fit the terrain in areas that will create the least impact. Yes There are no floodplains, steep slopes, erodible soils, wetlands, mature forests or critical habitats located on the project site. Open Space Design Use clustering, conservation design or open space design to reduce impervious cover, preserve more open space and protect water resources. N/A NA Soil Restoration Restore the original properties and porosity of the soil by deep till and amendment with compost to reduce the generation of runoff and enhance the runoff reduction performance of post construction practices. Yes All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual. Roadway Reduction Minimize roadway widths and lengths, below local requirements, to reduce site impervious area N/A No new roadways are proposed as part of this project. Practice Pr e s e r v a t i o n o f N a t u r a l F e a t u r e s a n d C o n s e r v a t i o n D es i g n Step 2 - Calculate Water Quality Volume Sidewalk Reduction Minimize sidewalk lengths and widths, below local requirements, to reduce site impervious area N/A No new sidewalks are proposed as part of this project. Driveway Reduction Minimize driveway lengths and widths, below local requirements, to reduce site impervious area N/A No new driveways are proposed as part of this project. Cul-de-sac Reduction Minimize the number of cul-de- sacs and incorporate landscaped areas to reduce their impervious cover. N/A No cul-de-sacs are proposed as part of this project. Building Footprint Reduction Reduce the impervious footprint of residences and commercial buildings by using alternate or taller buildings while maintaining the same floor to area ratio. N/A No new buildings are proposed as part of this project. Parking Reduction Reduce imperviousness on parking lots by eliminating unneeded spaces, providing compact car spaces and efficient parking lanes, reducing stall dimensions below local requirements, using porous pavement surfaces in overflow parking areas, and using multi- storied parking decks where appropriate. N/A No new parking stalls are proposed as part of this project. Re d u c t i o n o f I m p e r v i o u s C o v e r Step 2 - Calculate Water Quality Volume Design Point: P= 1.00 inches Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) SMP Description 1 5.00 0.50 10 0.14 2,541 Filtration Bioretention 2 0.28 0.28 100 0.95 966 Dry Swale 3 4.71 0.27 6 0.10 1,736 Filtration Bioretention 4 0.20 0.13 65 0.64 461 Sheet Flow to Grass Filter Strip 5 0.09 0.09 103 0.98 320 Dry Swale 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 Total 10.28 1.27 12 0.16 6024 Required WQv Calculate Required WQv Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? What is the nature of this construction project? Step 2 - Calculate Water Quality Volume 0.14 af Step 2 - Calculate Water Quality Volume Runoff Reduction Techiques/Standard SMPs Total Contributing Area Total Contributing Impervious Area WQv Reduced (RRv) WQv Treated (acres) (acres) (cf) (cf) Conservation of Natural Areas RR-1 0.00 0 Sheet Flow to Riparian Buffer/Filter Strip RR-2 0.20 0.13 461 Tree Planting/Tree Pit/Tree Trench RR-3 0.00 0.00 0 Disconnection of Rooftop Runoff RR-4 0.00 0 Vegetated Swale RR-5 0.00 0.00 0 Rain Garden RR-6 0.00 0.00 0 Stormwater Planter RR-7 0.00 0.00 0 Rainwater Harvesting Systems RR-8 0.00 0.00 0 Porous Pavement RR-9 0.00 0.00 0 Green Roof (Extensive & Intensive) RR-10 0.00 0.00 0 Stream Daylighting RR-11 Infiltration Trench I-1 0.00 0.00 0 0 Infiltration Basin I-2 0.00 0.00 0 0 Dry Well I-3 0.00 0.00 0 0 Underground Infiltration System I-4 0.00 0.00 0 0 Infiltration Bioretention F-4 0.00 0.00 0 0 Filtration Bioretention F-5 9.71 0.77 3,176 1,101 Bioslope F-6 0.00 0.00 0 0 Dry swale O-1 0.37 0.37 257 1,029 Micropool Extended Detention P-1 0.00 0.00 0 Wet Pond P-2 0.00 0.00 0 Wet Extended Detention P-3 0.00 0.00 0 Multiple Pond System P-4 0.00 0.00 0 Shallow Wetland W-1 0.00 0.00 0 Extended Detention Shallow Wetland W-2 0.00 0.00 0 Pond/Wetland System W-3 0.00 0.00 0 Pocket Wetland W-4 0.00 0.00 0 Gravel Wetland W-5 0.00 0.00 0 Surface Sand Filter F-1 0.00 0.00 0 Underground Sand Filter F-2 0.00 0.00 0 Perimeter Sand Filter F-3 0.00 0.00 0 Wet Swale O-2 0.00 0.00 0 Flow Based Alternative Practice - 0.00 0.00 0 Volume Based Alternative Practice - → 0.20 0.13 461 → 10.08 1.14 3,433 2,130 → 0.00 0.00 0 Totals by Alternative SMP → 0.00 0.00 0 → 10.28 1.27 3,894 2,130 Totals by RR Technique Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( RR Techniques + all SMPs) Runoff Reduction Volume and Treated Volumes St a n d a r d S M P s w / RR v C a p a c i t y RR T e c h n i q u e s S t a n d a r d S M P s Al t . SM P s Step 2 - Calculate Water Quality Volume Description Applicable Project Specific Evaluation Conservation of Natural Areas (RR-1) Retain the pre-development hydrologic and water quality characteristics of undisturbed natural areas by permanently conserving these areas on a site. Undisturbed natural areas include: forest retention areas; reforestation areas; stream and river corridors; shorelines; wetlands, vernal pools, and associated vegetated buffers; and undisturbed open space. No The project does not propose permanent conservation of these areas at this time. Sheet Flow to Riparian Buffer/Filter Strip (RR-2) Undisturbed natural areas such as forested conservation areas and stream buffers or vegetated filter strips and riparian buffers can be used to treat and control stormwater runoff from some areas of a development project. Yes The project proposes sheet flow to grass filter strips to reduce runoff from portion of the access road and turnaround. Calculations have been provided in the SWPPP. Tree Planting/Tree Pit/Tree Trench (RR-3) Plant or conserve trees to reduce stormwater runoff, increase nutrient uptake, and provide bank stabilization. Trees can be used for applications such as landscaping, stormwater management practice areas, conservation areas and erosion and sediment control. No The project proposes the preservation of existing mature trees throughout the site, in order to reduce stormwater runoff, increase nutrient uptake, and provide bank stabilization.. Disconnection of Rooftop Runoff (RR-4) Direct runoff from rooftop areas and upland overland runoff flow to designated pervious areas to reduce runoff volumes and rates. No Due to the layout of the proposed building(s), rooftop disconnect is not proposed at this time. Vegetated Swale (RR-5) The natural drainage paths, or properly designed vegetated channels, can be used instead of constructing underground storm sewers or concrete open channels to increase time of concentration, reduce the peak discharge, and provide infiltration. No Due to the site topography, vegetated swales are not feasible for use on the project site. Rain Garden (RR-6) Manage and treat small volumes of stormwater runoff using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. No Rain gardens are not feasible for use on the project site. Stormwater Planter (RR-7) Small landscaped stormwater treatment devices that can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve water quality. No Stormwater planters are not feasible for use on the project site. Practice RR T e c h n i q u e s RR T e c h n i q u e s Step 2 - Calculate Water Quality Volume Rainwater Harvesting System (RR-8) Capture and store stormwater runoff to be used for irrigation systems or filtered and reused for non-contact activities. No Rainwater harvesting is not proposed on-site . Porous Pavement (RR-9) Pervious types of pavements that provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface, thereby reducing stormwater runoff from a site and providing some pollutant uptake in the underlying soils. No porous pavement is not feasible for use on the project site. Green Roof (RR-10) Capture runoff by a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotranspiration processes to reduce volume and discharge rate of runoff entering conveyance system. No A green roof is not feasible for use on the project site. Stream Daylighting (RR-11) Stream Daylight previously- culverted/piped streams to restore natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration, and help reduce pollutant loads. No No stream daylighting opportunities are present on the site. Infiltration Trench (I-1) An infiltration practice that stores the water quality volume in the void spaces of a gravel trench before it is infiltrated into the ground. No Infiltration trenches are not feasible for use on the project site. Infiltration Basin (I-2) An infiltration practice that stores the water quality volume in a shallow depression, before it is infiltrated it into the ground. No Infiltration basins are not feasible for use on the project site. Dry Well (I-3) An infiltration practice similar in design to the infiltration trench, and best suited for treatment of rooftop runoff. No Dry wells are not feasible for use on the project site. Underground Infiltration System (I-4) An infiltration practice below grade that stores the water quality volume in pre- manufactured pipes, vaults or other modular structures, before it is infiltrated into the ground. No Underground infiltration systems are not feasible for use on the project site. Infiltration Bioretention (F- 4) A shallow depression that treats stormwater as it flows through a soil matrix, before it is infiltrated into the ground. No Due to soil type, a filtration bioretention will be implemented, instead of an infiltration bioretention. Filtration Bioretention (F- 5) A shallow depression that treats stormwater as it flows through a soil matrix and is returned to the storm drain system. Yes Filtration bioretention will be used to treat part of the access road , turnaround, and equipments pads Calculations have been provided in the SWPPP. St a n d a r d S M P s w i t h R R v C a p a c i t y RR T e c h n i q u e s Step 2 - Calculate Water Quality Volume Bioslope (F-6) Permeable engineered soil media that is installed along embankments or other slopes, designed to capture and treat stormwater runoff from adjacent paved areas. No Bioslopes are not feasible for use on the project site. Dry Swale (O- 1) An open drainage channel or depression explicitly designed to detain and promote the filtration of stormwater runoff into the soil media. Yes A dry swale(s) will be used to treat access roads. Calculations have been provided in the SWPPP. Step 2 - Calculate Water Quality Volume Hydrologic Soil Group Acres S A 0.00 55% B 0.00 40% C 0.08 30% D 1.21 20% Total Area 1.29 S =0.21 Impervious = 1.29 acres Precipitation 1.00 inches Rv 0.95 Minimum RRv 0.021 af 915 cf Enter the Soils Data for the site Calculate the Minimum RRv Filtration Bioretention (F-5) Design Point: Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) Precipitation (in)Description 1 5.00 0.50 10 0.14 2,541 1.00 Filtration Bioretention 0 No No No 2 2 Yes 0.5 3 2.5 10 10 12 Units Notes k ft/day tf days Af sf Af sf WQv calc cf 1,440 1101 cf Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Enter underlying soil infiltration rate (based on geotechnical testing, refer to Appendix D)Underdrains required Is the contributing area to the practice a stormwater hotspot? Value Permeability Flow Rate 1 Is contributing area greater than max. contributing area? Enter depth to seasonal high water table (ft) Enter depth to bedrock (ft) Is pretreatment provided, in conformance with Section 6.4.3.1 Enter average height of ponding (ft) Enter depth of surface layer (inches) Enter depth of filter media (ft) Enter depth of drainage layer (inches) Enter slope of maintenance access (%) Enter width of maintenance access (ft) Sizing Criteria Filter Time 2 Required Filter Area 1059 Enter Provided Filter Area 1500 Calculate Runoff Reduction RRv Provided cf WQv Treated This is the portion of the WQv that is not reduced in the practice. Recalculated Water Quality Volume (based on provided filter area)3600 Is the practice the first in series for treatment of a Level 1 (Infiltration Restricted) hotspot? Filtration Bioretention (F-5) Design Point: Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) Precipitation (in)Description 3 4.71 0.27 6 0.10 1,736 1.00 Filtration Bioretention 0 No No No 2 2 Yes 0.5 3 2.5 10 10 12 Units Notes k ft/day tf days Af sf Af sf WQv calc cf 1,736 0 cf Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Enter underlying soil infiltration rate (based on geotechnical testing, refer to Appendix D)Underdrains required Is the contributing area to the practice a stormwater hotspot? Is pretreatment provided, in conformance with Section 6.4.3.1 Enter average height of ponding (ft) Enter depth of surface layer (inches) Is contributing area greater than max. contributing area? Enter depth to seasonal high water table (ft) Enter depth to bedrock (ft) Enter width of maintenance access (ft) Sizing Criteria Value Permeability Flow Rate 1 Enter depth of filter media (ft) Enter depth of drainage layer (inches) Enter slope of maintenance access (%) Calculate Runoff Reduction RRv Provided cf WQv Treated This is the portion of the WQv that is not reduced in the practice. Filter Time 2 Required Filter Area 723 Enter Provided Filter Area 2100 Recalculated Water Quality Volume (based on provided filter area)5040 Is the practice the first in series for treatment of a Level 1 (Infiltration Restricted) hotspot? Dry Swale (O-1) Design Point: Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 2 0.28 0.28 100 0.95 966 1.00 Dry Swale D No No No 2 2 120 30 12 Yes Value Units b 3.00 ft X:1 3.00 :1 d 1.00 ft Wwqv 9.00 ft Awqv 6.00 sf Lr 161.00 ft Lp 200.00 ft Vc 1200.00 cf Ch 0.50 ft Cs 25.00 ft C 8.00 d2 2.34 ft W2 17.04 ft A2 23.45 sf Pw2 27.99 ft n 0.12 S 0.02 ft/ft V 1.57 fps 0.50 ft 193 773 cf Area of 2-yr 24-hr Flow 2-yr Wetted Perimeter WQv Treated This is the portion of the WQv that is not reduced/infiltrated Determine Runoff Reduction Enter 10-yr Freeboard Enter Check Dam Height Check Dam Spacing 2-yr 24-hr Flow Depth 2-yr Storm Flow Top Width Enter Site Data For Drainage Area to be Treated by Practice Is the contributing area to the practice a designated hotspot? Design Criteria Select HSG Enter Bottom Width Enter Side Slopes Enter depth to seasonal high water table (ft) Enter depth to bedrock (ft) Enter pretreatment volume provided (cf) Enter depth of filter media (inches) Enter depth of drainage layer (inches) Is an underdrain proposed? Sizing Criteria Is contributing area greater than 5 acres? Number of Check Dams Required RRv Provided Required Channel Length Enter Provided Channel Length Channel Volume Provided Enter Mannings Coef. 2-yr Velocity Notes cf WQv Maximum Flow Depth Enter Longitudinal Slope WQv Flow Top Width Channel Area Is the practice the first in series for treatment of a Level 1 (Infiltration Restricted) hotspot? Dry Swale (O-1) Design Point: Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 5 0.09 0.09 103 0.98 320 1.00 Dry Swale D No No No 2 2 40 30 12 Yes Value Units b 3.00 ft X:1 3.00 :1 d 1.00 ft Wwqv 9.00 ft Awqv 6.00 sf Lr 54.00 ft Lp 60.00 ft Vc 360.00 cf Ch 0.50 ft Cs 25.00 ft C 3.00 d2 2.34 ft W2 17.04 ft A2 23.45 sf Pw2 27.99 ft n 0.12 S 0.02 ft/ft V 1.57 fps 0.50 ft 64 256 cf 2-yr Velocity Enter 10-yr Freeboard Determine Runoff Reduction Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Select HSG Is the contributing area to the practice a designated hotspot? Enter pretreatment volume provided (cf) Enter depth of filter media (inches) Enter depth of drainage layer (inches) Is contributing area greater than 5 acres? Enter depth to seasonal high water table (ft) Enter depth to bedrock (ft) Enter Bottom Width Enter Side Slopes WQv Maximum Flow Depth Is an underdrain proposed? Sizing Criteria Notes Enter Provided Channel Length Channel Volume Provided Enter Check Dam Height WQv Flow Top Width Channel Area Required Channel Length 2-yr Storm Flow Top Width Area of 2-yr 24-hr Flow 2-yr Wetted Perimeter Check Dam Spacing Number of Check Dams Required 2-yr 24-hr Flow Depth Enter Mannings Coef. Enter Longitudinal Slope RRv Provided cf WQv Treated This is the portion of the WQv that is not reduced/infiltrated Is the practice the first in series for treatment of a Level 1 (Infiltration Restricted) hotspot? Sheet Flow to Grass Filter Strip (RR-3) Design Point: Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) Precipitation (in)Description 4 0.20 0.13 65 0.64 461 1.00 Sheet Flow to Grass Filter Strip Yes No Yes Yes 70 70 8 60 2 Units Notes T min P inch S ft/ft n L ft L ft L ft L ft 461 Required Length of Buffer Enter the slope of contributing flow path (%) Minimum buffer length based on contriuting flow path slope (ft) Enter Overall Buffer Slope 0.01 Enter Manning's Coefficient for Buffer 0.24 Calculated Minimum Length of Buffer 20 Is the riparian buffer delineated and permanently protected through establishment of a legal conservation easement? Enter 2-yr 24-hr Rainfall Depth 2.34 Is runoff entering the buffer as overland sheet flow or a flow spreader proposed upgradient of the buffer? Enter the slope for the first 10 ft of the buffer (%) Sizing Criteria Value Enter Travel Time through Buffer 6 Is a pretreatment pea gravel diaphragm proposed along the upgradient edge of the buffer? Is the contributing area a designated hotspot? Calculate Runoff Reduction RRv Provided 69 Enter Provided Length of Buffer 70 Minimum Length of Buffer 60 Is the buffer within HSG C or D soils? Yes Enter the total length of contributing flow path (ft) Enter the length of contributing flow path from impervious surfaces (ft) cf Enter Site Data For Drainage Area to be Reduced Design Criteria Appendix d: Pre-development stormwater modeling ES-1 DP-1 Design Point 1 Routing Diagram for D_App D_Pre-Development Model_AWG Prepared by Labella Associates, Printed 12/12/2025 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 2HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr Type II 24-hr Default 24.00 1 2.01 2 2 2-yr Type II 24-hr Default 24.00 1 2.34 2 3 10-yr Type II 24-hr Default 24.00 1 3.43 2 4 25-yr Type II 24-hr Default 24.00 1 4.27 2 5 100-yr Type II 24-hr Default 24.00 1 5.94 2 D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 3HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.300 71 Meadow, non-grazed, HSG C (ES-1) 36.677 78 Meadow, non-grazed, HSG D (ES-1) 11.668 70 Woods, Good, HSG C (ES-1) 13.355 77 Woods, Good, HSG D (ES-1) 62.000 76 TOTAL AREA D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 4HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 11.968 HSG C ES-1 50.032 HSG D ES-1 0.000 Other 62.000 TOTAL AREA D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 5HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.300 36.677 0.000 36.977 Meadow, non-grazed ES-1 0.000 0.000 11.668 13.355 0.000 25.023 Woods, Good ES-1 0.000 0.000 11.968 50.032 0.000 62.000 TOTAL AREA Type II 24-hr 1-yr Rainfall=2.01"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 6HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=62.000 ac 0.00% Impervious Runoff Depth=0.42"Subcatchment ES-1: Flow Length=2,030' Tc=33.3 min CN=76 Runoff=16.74 cfs 2.164 af Inflow=16.74 cfs 2.164 afReach DP-1: Design Point 1 Outflow=16.74 cfs 2.164 af Total Runoff Area = 62.000 ac Runoff Volume = 2.164 af Average Runoff Depth = 0.42" 100.00% Pervious = 62.000 ac 0.00% Impervious = 0.000 ac Type II 24-hr 1-yr Rainfall=2.01"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 7HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 16.74 cfs @ 12.33 hrs, Volume= 2.164 af, Depth= 0.42" Routed to Reach DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Type II 24-hr 1-yr Rainfall=2.01" Area (ac) CN Description 13.355 77 Woods, Good, HSG D 11.668 70 Woods, Good, HSG C 36.677 78 Meadow, non-grazed, HSG D 0.300 71 Meadow, non-grazed, HSG C 62.000 76 Weighted Average 62.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 457 0.0944 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 33.3 2,030 Total Type II 24-hr 1-yr Rainfall=2.01"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 8HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment ES-1: Runoff Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 1-yr Rainfall=2.01" Runoff Area=62.000 ac Runoff Volume=2.164 af Runoff Depth=0.42" Flow Length=2,030' Tc=33.3 min CN=76 16.74 cfs Type II 24-hr 1-yr Rainfall=2.01"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 9HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1: Design Point 1 Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 0.42" for 1-yr event Inflow = 16.74 cfs @ 12.33 hrs, Volume= 2.164 af Outflow = 16.74 cfs @ 12.33 hrs, Volume= 2.164 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Reach DP-1: Design Point 1 Inflow Outflow Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 18 16 14 12 10 8 6 4 2 0 Inflow Area=62.000 ac 16.74 cfs16.74 cfs Type II 24-hr 2-yr Rainfall=2.34"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 10HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=62.000 ac 0.00% Impervious Runoff Depth=0.60"Subcatchment ES-1: Flow Length=2,030' Tc=33.3 min CN=76 Runoff=26.11 cfs 3.099 af Inflow=26.11 cfs 3.099 afReach DP-1: Design Point 1 Outflow=26.11 cfs 3.099 af Total Runoff Area = 62.000 ac Runoff Volume = 3.099 af Average Runoff Depth = 0.60" 100.00% Pervious = 62.000 ac 0.00% Impervious = 0.000 ac Type II 24-hr 2-yr Rainfall=2.34"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 11HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 26.11 cfs @ 12.32 hrs, Volume= 3.099 af, Depth= 0.60" Routed to Reach DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Type II 24-hr 2-yr Rainfall=2.34" Area (ac) CN Description 13.355 77 Woods, Good, HSG D 11.668 70 Woods, Good, HSG C 36.677 78 Meadow, non-grazed, HSG D 0.300 71 Meadow, non-grazed, HSG C 62.000 76 Weighted Average 62.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 457 0.0944 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 33.3 2,030 Total Type II 24-hr 2-yr Rainfall=2.34"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 12HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment ES-1: Runoff Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 25 20 15 10 5 0 Type II 24-hr 2-yr Rainfall=2.34" Runoff Area=62.000 ac Runoff Volume=3.099 af Runoff Depth=0.60" Flow Length=2,030' Tc=33.3 min CN=76 26.11 cfs Type II 24-hr 2-yr Rainfall=2.34"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 13HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1: Design Point 1 Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 0.60" for 2-yr event Inflow = 26.11 cfs @ 12.32 hrs, Volume= 3.099 af Outflow = 26.11 cfs @ 12.32 hrs, Volume= 3.099 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Reach DP-1: Design Point 1 Inflow Outflow Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 25 20 15 10 5 0 Inflow Area=62.000 ac 26.11 cfs26.11 cfs Type II 24-hr 10-yr Rainfall=3.43"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 14HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=62.000 ac 0.00% Impervious Runoff Depth=1.31"Subcatchment ES-1: Flow Length=2,030' Tc=33.3 min CN=76 Runoff=63.35 cfs 6.793 af Inflow=63.35 cfs 6.793 afReach DP-1: Design Point 1 Outflow=63.35 cfs 6.793 af Total Runoff Area = 62.000 ac Runoff Volume = 6.793 af Average Runoff Depth = 1.31" 100.00% Pervious = 62.000 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10-yr Rainfall=3.43"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 15HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 63.35 cfs @ 12.30 hrs, Volume= 6.793 af, Depth= 1.31" Routed to Reach DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Type II 24-hr 10-yr Rainfall=3.43" Area (ac) CN Description 13.355 77 Woods, Good, HSG D 11.668 70 Woods, Good, HSG C 36.677 78 Meadow, non-grazed, HSG D 0.300 71 Meadow, non-grazed, HSG C 62.000 76 Weighted Average 62.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 457 0.0944 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 33.3 2,030 Total Type II 24-hr 10-yr Rainfall=3.43"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 16HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment ES-1: Runoff Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10-yr Rainfall=3.43" Runoff Area=62.000 ac Runoff Volume=6.793 af Runoff Depth=1.31" Flow Length=2,030' Tc=33.3 min CN=76 63.35 cfs Type II 24-hr 10-yr Rainfall=3.43"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 17HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1: Design Point 1 Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 1.31" for 10-yr event Inflow = 63.35 cfs @ 12.30 hrs, Volume= 6.793 af Outflow = 63.35 cfs @ 12.30 hrs, Volume= 6.793 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Reach DP-1: Design Point 1 Inflow Outflow Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 70 60 50 40 30 20 10 0 Inflow Area=62.000 ac 63.35 cfs63.35 cfs Type II 24-hr 25-yr Rainfall=4.27"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 18HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=62.000 ac 0.00% Impervious Runoff Depth=1.95"Subcatchment ES-1: Flow Length=2,030' Tc=33.3 min CN=76 Runoff=96.17 cfs 10.064 af Inflow=96.17 cfs 10.064 afReach DP-1: Design Point 1 Outflow=96.17 cfs 10.064 af Total Runoff Area = 62.000 ac Runoff Volume = 10.064 af Average Runoff Depth = 1.95" 100.00% Pervious = 62.000 ac 0.00% Impervious = 0.000 ac Type II 24-hr 25-yr Rainfall=4.27"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 19HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 96.17 cfs @ 12.29 hrs, Volume= 10.064 af, Depth= 1.95" Routed to Reach DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Type II 24-hr 25-yr Rainfall=4.27" Area (ac) CN Description 13.355 77 Woods, Good, HSG D 11.668 70 Woods, Good, HSG C 36.677 78 Meadow, non-grazed, HSG D 0.300 71 Meadow, non-grazed, HSG C 62.000 76 Weighted Average 62.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 457 0.0944 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 33.3 2,030 Total Type II 24-hr 25-yr Rainfall=4.27"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 20HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment ES-1: Runoff Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 25-yr Rainfall=4.27" Runoff Area=62.000 ac Runoff Volume=10.064 af Runoff Depth=1.95" Flow Length=2,030' Tc=33.3 min CN=76 96.17 cfs Type II 24-hr 25-yr Rainfall=4.27"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 21HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1: Design Point 1 Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 1.95" for 25-yr event Inflow = 96.17 cfs @ 12.29 hrs, Volume= 10.064 af Outflow = 96.17 cfs @ 12.29 hrs, Volume= 10.064 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Reach DP-1: Design Point 1 Inflow Outflow Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=62.000 ac 96.17 cfs96.17 cfs Type II 24-hr 100-yr Rainfall=5.94"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 22HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=62.000 ac 0.00% Impervious Runoff Depth=3.33"Subcatchment ES-1: Flow Length=2,030' Tc=33.3 min CN=76 Runoff=166.95 cfs 17.197 af Inflow=166.95 cfs 17.197 afReach DP-1: Design Point 1 Outflow=166.95 cfs 17.197 af Total Runoff Area = 62.000 ac Runoff Volume = 17.197 af Average Runoff Depth = 3.33" 100.00% Pervious = 62.000 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-yr Rainfall=5.94"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 23HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment ES-1: Runoff = 166.95 cfs @ 12.28 hrs, Volume= 17.197 af, Depth= 3.33" Routed to Reach DP-1 : Design Point 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Type II 24-hr 100-yr Rainfall=5.94" Area (ac) CN Description 13.355 77 Woods, Good, HSG D 11.668 70 Woods, Good, HSG C 36.677 78 Meadow, non-grazed, HSG D 0.300 71 Meadow, non-grazed, HSG C 62.000 76 Weighted Average 62.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 457 0.0944 1.54 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 33.3 2,030 Total Type II 24-hr 100-yr Rainfall=5.94"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 24HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment ES-1: Runoff Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 180 160 140 120 100 80 60 40 20 0 Type II 24-hr 100-yr Rainfall=5.94" Runoff Area=62.000 ac Runoff Volume=17.197 af Runoff Depth=3.33" Flow Length=2,030' Tc=33.3 min CN=76 166.95 cfs Type II 24-hr 100-yr Rainfall=5.94"D_App D_Pre-Development Model_AWG Printed 12/12/2025Prepared by Labella Associates Page 25HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1: Design Point 1 Inflow Area = 62.000 ac, 0.00% Impervious, Inflow Depth = 3.33" for 100-yr event Inflow = 166.95 cfs @ 12.28 hrs, Volume= 17.197 af Outflow = 166.95 cfs @ 12.28 hrs, Volume= 17.197 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs Reach DP-1: Design Point 1 Inflow Outflow Hydrograph Time (hours) 7065605550454035302520151050 Fl o w ( c f s ) 180 160 140 120 100 80 60 40 20 0 Inflow Area=62.000 ac 166.95 cfs166.95 cfs Appendix e: Post development stormwater modeling PS-1A PS-1.1 PS-1B PS-1B PS-1C PS-1B DP-1A Design Point BIO-1 Filtration Bioretention (2.5ft filter media w/ underdrains) BIO-2 Filtration Bioretention (2.5ft filter media w/ underdrains) DB-1 Detention Pond Routing Diagram for E_App E_Post-Development Model AWG Prepared by Labella Associates, Printed 12/12/2025 HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 2HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-yr Type II 24-hr Default 24.00 1 2.01 2 2 2-yr Type II 24-hr Default 24.00 1 2.34 2 3 10-yr Type II 24-hr Default 24.00 1 3.43 2 4 25-yr Type II 24-hr Default 24.00 1 4.27 2 5 50-yr Type II 24-hr Default 24.00 1 5.03 2 6 100-yr Type II 24-hr Default 24.00 1 5.94 2 E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 3HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 5.278 71 Meadow, non-grazed, HSG C (PS-1A, PS-1B, PS-1C) 41.918 78 Meadow, non-grazed, HSG D (PS-1A, PS-1B, PS-1C) 1.459 98 Water Surface, HSG D (PS-1A, PS-1B, PS-1C) 6.735 70 Woods, Good, HSG C (PS-1A, PS-1B, PS-1C) 6.620 77 Woods, Good, HSG D (PS-1A, PS-1B, PS-1C) 62.010 77 TOTAL AREA E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 4HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 12.013 HSG C PS-1A, PS-1B, PS-1C 49.997 HSG D PS-1A, PS-1B, PS-1C 0.000 Other 62.010 TOTAL AREA E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 5HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 5.278 41.918 0.000 47.196 Meadow, non-grazed PS-1A, PS-1B, PS-1C 0.000 0.000 0.000 1.459 0.000 1.459 Water Surface PS-1A, PS-1B, PS-1C 0.000 0.000 6.735 6.620 0.000 13.355 Woods, Good PS-1A, PS-1B, PS-1C 0.000 0.000 12.013 49.997 0.000 62.010 TOTAL AREA E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 6HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 BIO-1 1,012.10 1,009.00 30.0 0.1033 0.012 0.0 12.0 0.0 2 BIO-2 1,014.40 1,013.50 90.0 0.0100 0.012 0.0 12.0 0.0 3 DB-1 1,002.00 1,001.00 37.0 0.0270 0.020 0.0 18.0 0.0 Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 7HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=0.45"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=15.14 cfs 1.854 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=0.45"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=2.61 cfs 0.312 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=0.49"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=2.03 cfs 0.192 af Inflow=15.53 cfs 2.252 afReach DP-1A: Design Point Outflow=15.53 cfs 2.252 af Peak Elev=1,013.22' Storage=2,371 cf Inflow=2.03 cfs 0.192 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=1.08 cfs 0.192 af Tertiary=0.00 cfs 0.000 af Outflow=1.08 cfs 0.192 af Peak Elev=1,018.51' Storage=4,527 cf Inflow=2.61 cfs 0.312 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=1.05 cfs 0.312 af Tertiary=0.00 cfs 0.000 af Outflow=1.05 cfs 0.312 af Peak Elev=1,002.68' Storage=6,066 cf Inflow=1.05 cfs 0.312 afPond DB-1: Detention Pond Primary=0.14 cfs 0.206 af Secondary=0.00 cfs 0.000 af Outflow=0.14 cfs 0.206 af Total Runoff Area = 62.010 ac Runoff Volume = 2.358 af Average Runoff Depth = 0.46" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 8HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 15.14 cfs @ 12.31 hrs, Volume= 1.854 af, Depth= 0.45" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.01" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 9HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 16 14 12 10 8 6 4 2 0 Type II 24-hr 1-yr Rainfall=2.01" Runoff Area=49.054 ac Runoff Volume=1.854 af Runoff Depth=0.45" Flow Length=2,080' Tc=32.5 min CN=77 15.14 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 10HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 2.61 cfs @ 12.31 hrs, Volume= 0.312 af, Depth= 0.45" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.01" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 11HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Type II 24-hr 1-yr Rainfall=2.01" Runoff Area=8.250 ac Runoff Volume=0.312 af Runoff Depth=0.45" Flow Length=1,710' Tc=31.4 min CN=77 2.61 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 12HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 2.03 cfs @ 12.19 hrs, Volume= 0.192 af, Depth= 0.49" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-yr Rainfall=2.01" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 13HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Type II 24-hr 1-yr Rainfall=2.01" Runoff Area=4.706 ac Runoff Volume=0.192 af Runoff Depth=0.49" Flow Length=768' Tc=23.5 min CN=78 2.03 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 14HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth > 0.55" for 1-yr event Inflow = 15.53 cfs @ 12.37 hrs, Volume= 2.252 af Outflow = 15.53 cfs @ 12.37 hrs, Volume= 2.252 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 16 14 12 10 8 6 4 2 0 Inflow Area=49.054 ac 15.53 cfs15.53 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 15HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 0.49" for 1-yr event Inflow = 2.03 cfs @ 12.19 hrs, Volume= 0.192 af Outflow = 1.08 cfs @ 12.44 hrs, Volume= 0.192 af, Atten= 47%, Lag= 14.9 min Secondary = 1.08 cfs @ 12.44 hrs, Volume= 0.192 af Routed to Reach DP-1A : Design Point Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,013.22' @ 12.44 hrs Surf.Area= 2,452 sf Storage= 2,371 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 364.2 min calculated for 0.192 af (100% of inflow) Center-of-Mass det. time= 364.5 min ( 1,257.0 - 892.5 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 16HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=1.08 cfs @ 12.44 hrs HW=1,013.22' (Free Discharge) 3=Culvert (Passes 1.08 cfs of 2.35 cfs potential flow) 1=Exfiltration Through Media (Exfiltration Controls 0.03 cfs) 2=Overflow Grate (Weir Controls 1.05 cfs @ 1.12 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,012.10' (Free Discharge) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=4.706 ac Peak Elev=1,013.22' Storage=2,371 cf 2.03 cfs 1.08 cfs1.08 cfs 0.00 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 17HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 0.45" for 1-yr event Inflow = 2.61 cfs @ 12.31 hrs, Volume= 0.312 af Outflow = 1.05 cfs @ 12.79 hrs, Volume= 0.312 af, Atten= 60%, Lag= 28.7 min Secondary = 1.05 cfs @ 12.79 hrs, Volume= 0.312 af Routed to Pond DB-1 : Detention Pond Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,018.51' @ 12.79 hrs Surf.Area= 4,486 sf Storage= 4,527 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 435.6 min calculated for 0.312 af (100% of inflow) Center-of-Mass det. time= 435.7 min ( 1,340.4 - 904.7 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 18HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=1.04 cfs @ 12.79 hrs HW=1,018.51' (Free Discharge) 3=Culvert (Passes 1.04 cfs of 5.67 cfs potential flow) 1=Exfiltration Through Media (Exfiltration Controls 0.05 cfs) 2=Overflow Grate (Weir Controls 0.99 cfs @ 1.10 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,017.40' (Free Discharge) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Inflow Area=8.250 ac Peak Elev=1,018.51' Storage=4,527 cf 2.61 cfs 1.05 cfs1.05 cfs 0.00 cfs Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 19HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 1.05 cfs @ 12.79 hrs, Volume= 0.312 af Outflow = 0.14 cfs @ 19.45 hrs, Volume= 0.206 af, Atten= 87%, Lag= 399.5 min Primary = 0.14 cfs @ 19.45 hrs, Volume= 0.206 af Routed to Reach DP-1A : Design Point Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,002.68' @ 19.45 hrs Surf.Area= 7,992 sf Storage= 6,066 cf Plug-Flow detention time= 892.2 min calculated for 0.206 af (66% of inflow) Center-of-Mass det. time= 508.0 min ( 1,848.5 - 1,340.4 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.14 cfs @ 19.45 hrs HW=1,002.68' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 0.14 cfs of 2.19 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.44 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,002.00' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) ( Controls 0.00 cfs) Type II 24-hr 1-yr Rainfall=2.01"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 20HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 1 0 Peak Elev=1,002.68' Storage=6,066 cf 1.05 cfs 0.14 cfs0.14 cfs 0.00 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 21HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=0.64"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=23.03 cfs 2.625 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=0.64"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=3.95 cfs 0.441 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=0.69"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=3.01 cfs 0.269 af Inflow=25.43 cfs 3.229 afReach DP-1A: Design Point Outflow=25.43 cfs 3.229 af Peak Elev=1,013.30' Storage=2,587 cf Inflow=3.01 cfs 0.269 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=2.39 cfs 0.269 af Tertiary=0.00 cfs 0.000 af Outflow=2.39 cfs 0.269 af Peak Elev=1,018.61' Storage=4,990 cf Inflow=3.95 cfs 0.441 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=2.66 cfs 0.441 af Tertiary=0.00 cfs 0.000 af Outflow=2.66 cfs 0.441 af Peak Elev=1,002.79' Storage=7,010 cf Inflow=2.66 cfs 0.441 afPond DB-1: Detention Pond Primary=0.34 cfs 0.336 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.336 af Total Runoff Area = 62.010 ac Runoff Volume = 3.335 af Average Runoff Depth = 0.65" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 22HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 23.03 cfs @ 12.31 hrs, Volume= 2.625 af, Depth= 0.64" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.34" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 23HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 2-yr Rainfall=2.34" Runoff Area=49.054 ac Runoff Volume=2.625 af Runoff Depth=0.64" Flow Length=2,080' Tc=32.5 min CN=77 23.03 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 24HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 3.95 cfs @ 12.29 hrs, Volume= 0.441 af, Depth= 0.64" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.34" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 25HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.34" Runoff Area=8.250 ac Runoff Volume=0.441 af Runoff Depth=0.64" Flow Length=1,710' Tc=31.4 min CN=77 3.95 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 26HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 3.01 cfs @ 12.19 hrs, Volume= 0.269 af, Depth= 0.69" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2-yr Rainfall=2.34" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 27HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.34" Runoff Area=4.706 ac Runoff Volume=0.269 af Runoff Depth=0.69" Flow Length=768' Tc=23.5 min CN=78 3.01 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 28HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth = 0.79" for 2-yr event Inflow = 25.43 cfs @ 12.31 hrs, Volume= 3.229 af Outflow = 25.43 cfs @ 12.31 hrs, Volume= 3.229 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 25 20 15 10 5 0 Inflow Area=49.054 ac 25.43 cfs25.43 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 29HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 0.69" for 2-yr event Inflow = 3.01 cfs @ 12.19 hrs, Volume= 0.269 af Outflow = 2.39 cfs @ 12.31 hrs, Volume= 0.269 af, Atten= 20%, Lag= 7.3 min Secondary = 2.39 cfs @ 12.31 hrs, Volume= 0.269 af Routed to Reach DP-1A : Design Point Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,013.30' @ 12.31 hrs Surf.Area= 2,508 sf Storage= 2,587 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 263.3 min calculated for 0.269 af (100% of inflow) Center-of-Mass det. time= 263.2 min ( 1,144.4 - 881.1 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 30HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=2.44 cfs @ 12.31 hrs HW=1,013.30' (Free Discharge) 3=Culvert (Passes 2.44 cfs of 2.51 cfs potential flow) 1=Exfiltration Through Media (Exfiltration Controls 0.03 cfs) 2=Overflow Grate (Weir Controls 2.41 cfs @ 1.48 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,012.10' (Free Discharge) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 3 2 1 0 Inflow Area=4.706 ac Peak Elev=1,013.30' Storage=2,587 cf 3.01 cfs 2.39 cfs2.39 cfs 0.00 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 31HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 0.64" for 2-yr event Inflow = 3.95 cfs @ 12.29 hrs, Volume= 0.441 af Outflow = 2.66 cfs @ 12.52 hrs, Volume= 0.441 af, Atten= 33%, Lag= 14.0 min Secondary = 2.66 cfs @ 12.52 hrs, Volume= 0.441 af Routed to Pond DB-1 : Detention Pond Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,018.61' @ 12.52 hrs Surf.Area= 4,567 sf Storage= 4,990 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 312.6 min calculated for 0.441 af (100% of inflow) Center-of-Mass det. time= 312.8 min ( 1,205.3 - 892.6 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 32HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=2.66 cfs @ 12.52 hrs HW=1,018.61' (Free Discharge) 3=Culvert (Passes 2.66 cfs of 5.75 cfs potential flow) 1=Exfiltration Through Media (Exfiltration Controls 0.05 cfs) 2=Overflow Grate (Weir Controls 2.61 cfs @ 1.52 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,017.40' (Free Discharge) 4=Emergency Overflow Weir ( Controls 0.00 cfs) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=8.250 ac Peak Elev=1,018.61' Storage=4,990 cf 3.95 cfs 2.66 cfs2.66 cfs 0.00 cfs Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 33HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 2.66 cfs @ 12.52 hrs, Volume= 0.441 af Outflow = 0.34 cfs @ 15.23 hrs, Volume= 0.336 af, Atten= 87%, Lag= 162.6 min Primary = 0.34 cfs @ 15.23 hrs, Volume= 0.336 af Routed to Reach DP-1A : Design Point Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,002.79' @ 15.23 hrs Surf.Area= 8,112 sf Storage= 7,010 cf Plug-Flow detention time= 607.8 min calculated for 0.335 af (76% of inflow) Center-of-Mass det. time= 327.5 min ( 1,532.8 - 1,205.3 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 15.23 hrs HW=1,002.79' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 0.34 cfs of 2.83 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.34 cfs @ 1.82 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,002.00' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) ( Controls 0.00 cfs) Type II 24-hr 2-yr Rainfall=2.34"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 34HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 2 1 0 Peak Elev=1,002.79' Storage=7,010 cf 2.66 cfs 0.34 cfs0.34 cfs 0.00 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 35HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=1.38"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=53.90 cfs 5.636 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=1.38"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=9.27 cfs 0.948 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=1.44"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=6.75 cfs 0.566 af Inflow=60.32 cfs 7.044 afReach DP-1A: Design Point Outflow=60.32 cfs 7.044 af Peak Elev=1,013.84' Storage=4,028 cf Inflow=6.75 cfs 0.566 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=3.33 cfs 0.512 af Tertiary=2.94 cfs 0.055 af Outflow=6.26 cfs 0.566 af Peak Elev=1,019.08' Storage=7,191 cf Inflow=9.27 cfs 0.948 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=6.10 cfs 0.916 af Tertiary=1.84 cfs 0.032 af Outflow=7.94 cfs 0.948 af Peak Elev=1,003.40' Storage=12,526 cf Inflow=6.10 cfs 0.916 afPond DB-1: Detention Pond Primary=2.42 cfs 0.810 af Secondary=0.00 cfs 0.000 af Outflow=2.42 cfs 0.810 af Total Runoff Area = 62.010 ac Runoff Volume = 7.150 af Average Runoff Depth = 1.38" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 36HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 53.90 cfs @ 12.28 hrs, Volume= 5.636 af, Depth= 1.38" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.43" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 37HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10-yr Rainfall=3.43" Runoff Area=49.054 ac Runoff Volume=5.636 af Runoff Depth=1.38" Flow Length=2,080' Tc=32.5 min CN=77 53.90 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 38HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 9.27 cfs @ 12.28 hrs, Volume= 0.948 af, Depth= 1.38" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.43" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 39HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-yr Rainfall=3.43" Runoff Area=8.250 ac Runoff Volume=0.948 af Runoff Depth=1.38" Flow Length=1,710' Tc=31.4 min CN=77 9.27 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 40HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 6.75 cfs @ 12.17 hrs, Volume= 0.566 af, Depth= 1.44" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10-yr Rainfall=3.43" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 41HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 10-yr Rainfall=3.43" Runoff Area=4.706 ac Runoff Volume=0.566 af Runoff Depth=1.44" Flow Length=768' Tc=23.5 min CN=78 6.75 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 42HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth = 1.72" for 10-yr event Inflow = 60.32 cfs @ 12.31 hrs, Volume= 7.044 af Outflow = 60.32 cfs @ 12.31 hrs, Volume= 7.044 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 60 50 40 30 20 10 0 Inflow Area=49.054 ac 60.32 cfs60.32 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 43HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 1.44" for 10-yr event Inflow = 6.75 cfs @ 12.17 hrs, Volume= 0.566 af Outflow = 6.26 cfs @ 12.24 hrs, Volume= 0.566 af, Atten= 7%, Lag= 4.1 min Secondary = 3.33 cfs @ 12.24 hrs, Volume= 0.512 af Routed to Reach DP-1A : Design Point Tertiary = 2.94 cfs @ 12.24 hrs, Volume= 0.055 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,013.84' @ 12.24 hrs Surf.Area= 2,850 sf Storage= 4,028 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 130.5 min calculated for 0.566 af (100% of inflow) Center-of-Mass det. time= 130.5 min ( 988.8 - 858.4 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 44HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=3.33 cfs @ 12.24 hrs HW=1,013.84' (Free Discharge) 3=Culvert (Inlet Controls 3.33 cfs @ 4.24 fps) 1=Exfiltration Through Media (Passes < 0.03 cfs potential flow) 2=Overflow Grate (Passes < 16.59 cfs potential flow) Tertiary OutFlow Max=2.93 cfs @ 12.24 hrs HW=1,013.84' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 2.93 cfs @ 1.21 fps) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=4.706 ac Peak Elev=1,013.84' Storage=4,028 cf 6.75 cfs 6.26 cfs 3.33 cfs 2.94 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 45HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 1.38" for 10-yr event Inflow = 9.27 cfs @ 12.28 hrs, Volume= 0.948 af Outflow = 7.94 cfs @ 12.41 hrs, Volume= 0.948 af, Atten= 14%, Lag= 7.8 min Secondary = 6.10 cfs @ 12.41 hrs, Volume= 0.916 af Routed to Pond DB-1 : Detention Pond Tertiary = 1.84 cfs @ 12.41 hrs, Volume= 0.032 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,019.08' @ 12.41 hrs Surf.Area= 4,935 sf Storage= 7,191 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 151.8 min calculated for 0.948 af (100% of inflow) Center-of-Mass det. time= 152.0 min ( 1,020.7 - 868.7 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 46HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=6.10 cfs @ 12.41 hrs HW=1,019.08' (Free Discharge) 3=Culvert (Inlet Controls 6.10 cfs @ 7.77 fps) 1=Exfiltration Through Media (Passes < 0.06 cfs potential flow) 2=Overflow Grate (Passes < 14.61 cfs potential flow) Tertiary OutFlow Max=1.83 cfs @ 12.41 hrs HW=1,019.08' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 1.83 cfs @ 1.03 fps) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.250 ac Peak Elev=1,019.08' Storage=7,191 cf 9.27 cfs 7.94 cfs 6.10 cfs 1.84 cfs Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 47HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 6.10 cfs @ 12.41 hrs, Volume= 0.916 af Outflow = 2.42 cfs @ 12.99 hrs, Volume= 0.810 af, Atten= 60%, Lag= 35.2 min Primary = 2.42 cfs @ 12.99 hrs, Volume= 0.810 af Routed to Reach DP-1A : Design Point Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,003.40' @ 12.99 hrs Surf.Area= 8,812 sf Storage= 12,526 cf Plug-Flow detention time= 291.2 min calculated for 0.810 af (88% of inflow) Center-of-Mass det. time= 151.0 min ( 1,181.3 - 1,030.3 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.42 cfs @ 12.99 hrs HW=1,003.40' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 2.42 cfs of 6.94 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 2.42 cfs @ 3.24 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,002.00' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) ( Controls 0.00 cfs) Type II 24-hr 10-yr Rainfall=3.43"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 48HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 6 5 4 3 2 1 0 Peak Elev=1,003.40' Storage=12,526 cf 6.10 cfs 2.42 cfs2.42 cfs 0.00 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 49HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=2.03"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=80.86 cfs 8.279 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=2.03"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=13.92 cfs 1.392 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=2.10"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=9.97 cfs 0.825 af Inflow=96.20 cfs 10.391 afReach DP-1A: Design Point Outflow=96.20 cfs 10.391 af Peak Elev=1,013.99' Storage=4,454 cf Inflow=9.97 cfs 0.825 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=3.52 cfs 0.666 af Tertiary=6.24 cfs 0.159 af Outflow=9.76 cfs 0.825 af Peak Elev=1,019.32' Storage=8,394 cf Inflow=13.92 cfs 1.392 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=6.27 cfs 1.198 af Tertiary=6.98 cfs 0.195 af Outflow=13.26 cfs 1.392 af Peak Elev=1,003.74' Storage=15,539 cf Inflow=6.27 cfs 1.198 afPond DB-1: Detention Pond Primary=3.26 cfs 1.092 af Secondary=0.00 cfs 0.000 af Outflow=3.26 cfs 1.092 af Total Runoff Area = 62.010 ac Runoff Volume = 10.497 af Average Runoff Depth = 2.03" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 50HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 80.86 cfs @ 12.28 hrs, Volume= 8.279 af, Depth= 2.03" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-yr Rainfall=4.27" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 51HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 25-yr Rainfall=4.27" Runoff Area=49.054 ac Runoff Volume=8.279 af Runoff Depth=2.03" Flow Length=2,080' Tc=32.5 min CN=77 80.86 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 52HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 13.92 cfs @ 12.25 hrs, Volume= 1.392 af, Depth= 2.03" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-yr Rainfall=4.27" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 53HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 14 12 10 8 6 4 2 0 Type II 24-hr 25-yr Rainfall=4.27" Runoff Area=8.250 ac Runoff Volume=1.392 af Runoff Depth=2.03" Flow Length=1,710' Tc=31.4 min CN=77 13.92 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 54HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 9.97 cfs @ 12.17 hrs, Volume= 0.825 af, Depth= 2.10" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-yr Rainfall=4.27" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 55HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 25-yr Rainfall=4.27" Runoff Area=4.706 ac Runoff Volume=0.825 af Runoff Depth=2.10" Flow Length=768' Tc=23.5 min CN=78 9.97 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 56HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth = 2.54" for 25-yr event Inflow = 96.20 cfs @ 12.28 hrs, Volume= 10.391 af Outflow = 96.20 cfs @ 12.28 hrs, Volume= 10.391 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=49.054 ac 96.20 cfs96.20 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 57HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 2.10" for 25-yr event Inflow = 9.97 cfs @ 12.17 hrs, Volume= 0.825 af Outflow = 9.76 cfs @ 12.20 hrs, Volume= 0.825 af, Atten= 2%, Lag= 2.1 min Secondary = 3.52 cfs @ 12.20 hrs, Volume= 0.666 af Routed to Reach DP-1A : Design Point Tertiary = 6.24 cfs @ 12.20 hrs, Volume= 0.159 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,013.99' @ 12.20 hrs Surf.Area= 2,943 sf Storage= 4,454 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 92.7 min calculated for 0.825 af (100% of inflow) Center-of-Mass det. time= 92.7 min ( 940.1 - 847.5 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 58HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=3.52 cfs @ 12.20 hrs HW=1,013.99' (Free Discharge) 3=Culvert (Inlet Controls 3.52 cfs @ 4.48 fps) 1=Exfiltration Through Media (Passes < 0.03 cfs potential flow) 2=Overflow Grate (Passes < 18.16 cfs potential flow) Tertiary OutFlow Max=6.24 cfs @ 12.20 hrs HW=1,013.99' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 6.24 cfs @ 1.60 fps) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.706 ac Peak Elev=1,013.99' Storage=4,454 cf 9.97 cfs9.76 cfs 3.52 cfs 6.24 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 59HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 2.03" for 25-yr event Inflow = 13.92 cfs @ 12.25 hrs, Volume= 1.392 af Outflow = 13.26 cfs @ 12.34 hrs, Volume= 1.392 af, Atten= 5%, Lag= 5.0 min Secondary = 6.27 cfs @ 12.34 hrs, Volume= 1.198 af Routed to Pond DB-1 : Detention Pond Tertiary = 6.98 cfs @ 12.34 hrs, Volume= 0.195 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,019.32' @ 12.34 hrs Surf.Area= 5,125 sf Storage= 8,394 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 106.9 min calculated for 1.392 af (100% of inflow) Center-of-Mass det. time= 107.1 min ( 964.6 - 857.5 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 60HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=6.27 cfs @ 12.34 hrs HW=1,019.32' (Free Discharge) 3=Culvert (Inlet Controls 6.27 cfs @ 7.99 fps) 1=Exfiltration Through Media (Passes < 0.06 cfs potential flow) 2=Overflow Grate (Passes < 18.45 cfs potential flow) Tertiary OutFlow Max=6.98 cfs @ 12.34 hrs HW=1,019.32' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 6.98 cfs @ 1.67 fps) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 14 12 10 8 6 4 2 0 Inflow Area=8.250 ac Peak Elev=1,019.32' Storage=8,394 cf 13.92 cfs 13.26 cfs 6.27 cfs6.98 cfs Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 61HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 6.27 cfs @ 12.34 hrs, Volume= 1.198 af Outflow = 3.26 cfs @ 13.03 hrs, Volume= 1.092 af, Atten= 48%, Lag= 41.9 min Primary = 3.26 cfs @ 13.03 hrs, Volume= 1.092 af Routed to Reach DP-1A : Design Point Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,003.74' @ 13.03 hrs Surf.Area= 9,194 sf Storage= 15,539 cf Plug-Flow detention time= 231.2 min calculated for 1.092 af (91% of inflow) Center-of-Mass det. time= 123.9 min ( 1,124.4 - 1,000.5 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.26 cfs @ 13.03 hrs HW=1,003.74' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 3.26 cfs of 8.47 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 3.26 cfs @ 4.15 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,002.00' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) ( Controls 0.00 cfs) Type II 24-hr 25-yr Rainfall=4.27"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 62HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Peak Elev=1,003.74' Storage=15,539 cf 6.27 cfs 3.26 cfs3.26 cfs 0.00 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 63HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=2.65"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=106.57 cfs 10.825 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=2.65"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=18.36 cfs 1.821 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=2.74"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=13.02 cfs 1.073 af Inflow=132.41 cfs 13.613 afReach DP-1A: Design Point Outflow=132.41 cfs 13.613 af Peak Elev=1,014.10' Storage=4,773 cf Inflow=13.02 cfs 1.073 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=3.65 cfs 0.805 af Tertiary=9.19 cfs 0.269 af Outflow=12.84 cfs 1.073 af Peak Elev=1,019.54' Storage=8,820 cf Inflow=18.36 cfs 1.821 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=6.43 cfs 1.438 af Tertiary=13.63 cfs 0.382 af Outflow=20.06 cfs 1.821 af Peak Elev=1,003.98' Storage=17,686 cf Inflow=6.43 cfs 1.438 afPond DB-1: Detention Pond Primary=3.75 cfs 1.332 af Secondary=0.00 cfs 0.000 af Outflow=3.75 cfs 1.332 af Total Runoff Area = 62.010 ac Runoff Volume = 13.719 af Average Runoff Depth = 2.65" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 64HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 106.57 cfs @ 12.28 hrs, Volume= 10.825 af, Depth= 2.65" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.03" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 65HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 50-yr Rainfall=5.03" Runoff Area=49.054 ac Runoff Volume=10.825 af Runoff Depth=2.65" Flow Length=2,080' Tc=32.5 min CN=77 106.57 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 66HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 18.36 cfs @ 12.25 hrs, Volume= 1.821 af, Depth= 2.65" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.03" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 67HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 50-yr Rainfall=5.03" Runoff Area=8.250 ac Runoff Volume=1.821 af Runoff Depth=2.65" Flow Length=1,710' Tc=31.4 min CN=77 18.36 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 68HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 13.02 cfs @ 12.17 hrs, Volume= 1.073 af, Depth= 2.74" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 50-yr Rainfall=5.03" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 69HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 14 12 10 8 6 4 2 0 Type II 24-hr 50-yr Rainfall=5.03" Runoff Area=4.706 ac Runoff Volume=1.073 af Runoff Depth=2.74" Flow Length=768' Tc=23.5 min CN=78 13.02 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 70HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth = 3.33" for 50-yr event Inflow = 132.41 cfs @ 12.27 hrs, Volume= 13.613 af Outflow = 132.41 cfs @ 12.27 hrs, Volume= 13.613 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 140 120 100 80 60 40 20 0 Inflow Area=49.054 ac 132.41 cfs132.41 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 71HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 2.74" for 50-yr event Inflow = 13.02 cfs @ 12.17 hrs, Volume= 1.073 af Outflow = 12.84 cfs @ 12.20 hrs, Volume= 1.073 af, Atten= 1%, Lag= 1.7 min Secondary = 3.65 cfs @ 12.20 hrs, Volume= 0.805 af Routed to Reach DP-1A : Design Point Tertiary = 9.19 cfs @ 12.20 hrs, Volume= 0.269 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,014.10' @ 12.20 hrs Surf.Area= 3,012 sf Storage= 4,773 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 73.4 min calculated for 1.073 af (100% of inflow) Center-of-Mass det. time= 73.7 min ( 913.6 - 839.9 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 72HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=3.65 cfs @ 12.20 hrs HW=1,014.10' (Free Discharge) 3=Culvert (Inlet Controls 3.65 cfs @ 4.65 fps) 1=Exfiltration Through Media (Passes < 0.03 cfs potential flow) 2=Overflow Grate (Passes < 19.22 cfs potential flow) Tertiary OutFlow Max=9.18 cfs @ 12.20 hrs HW=1,014.10' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 9.18 cfs @ 1.85 fps) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 14 12 10 8 6 4 2 0 Inflow Area=4.706 ac Peak Elev=1,014.10' Storage=4,773 cf 13.02 cfs12.84 cfs 3.65 cfs 9.19 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 73HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 2.65" for 50-yr event Inflow = 18.36 cfs @ 12.25 hrs, Volume= 1.821 af Outflow = 20.06 cfs @ 12.25 hrs, Volume= 1.821 af, Atten= 0%, Lag= 0.0 min Secondary = 6.43 cfs @ 12.25 hrs, Volume= 1.438 af Routed to Pond DB-1 : Detention Pond Tertiary = 13.63 cfs @ 12.25 hrs, Volume= 0.382 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,019.54' @ 12.25 hrs Surf.Area= 5,191 sf Storage= 8,820 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 84.4 min calculated for 1.820 af (100% of inflow) Center-of-Mass det. time= 84.6 min ( 934.5 - 849.9 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 74HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=6.43 cfs @ 12.25 hrs HW=1,019.54' (Free Discharge) 3=Culvert (Inlet Controls 6.43 cfs @ 8.19 fps) 1=Exfiltration Through Media (Passes < 0.06 cfs potential flow) 2=Overflow Grate (Passes < 20.54 cfs potential flow) Tertiary OutFlow Max=13.62 cfs @ 12.25 hrs HW=1,019.54' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 13.62 cfs @ 2.14 fps) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.250 ac Peak Elev=1,019.54' Storage=8,820 cf 18.36 cfs20.06 cfs 6.43 cfs 13.63 cfs Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 75HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 6.43 cfs @ 12.25 hrs, Volume= 1.438 af Outflow = 3.75 cfs @ 13.11 hrs, Volume= 1.332 af, Atten= 42%, Lag= 51.6 min Primary = 3.75 cfs @ 13.11 hrs, Volume= 1.332 af Routed to Reach DP-1A : Design Point Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,003.98' @ 13.11 hrs Surf.Area= 9,466 sf Storage= 17,686 cf Plug-Flow detention time= 200.7 min calculated for 1.332 af (93% of inflow) Center-of-Mass det. time= 111.0 min ( 1,096.4 - 985.3 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.75 cfs @ 13.11 hrs HW=1,003.98' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 3.75 cfs of 9.45 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 3.75 cfs @ 4.77 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,002.00' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) ( Controls 0.00 cfs) Type II 24-hr 50-yr Rainfall=5.03"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 76HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Peak Elev=1,003.98' Storage=17,686 cf 6.43 cfs 3.75 cfs3.75 cfs 0.00 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 77HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Time span=5.00-72.00 hrs, dt=0.01 hrs, 6701 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=49.054 ac 1.09% Impervious Runoff Depth=3.43"Subcatchment PS-1A: PS-1.1 Flow Length=2,080' Tc=32.5 min CN=77 Runoff=138.38 cfs 14.008 af Runoff Area=8.250 ac 7.94% Impervious Runoff Depth=3.43"Subcatchment PS-1B: PS-1B Flow Length=1,710' Tc=31.4 min CN=77 Runoff=23.85 cfs 2.356 af Runoff Area=4.706 ac 5.67% Impervious Runoff Depth=3.53"Subcatchment PS-1C: PS-1B Flow Length=768' Tc=23.5 min CN=78 Runoff=16.78 cfs 1.383 af Inflow=177.10 cfs 17.641 afReach DP-1A: Design Point Outflow=177.10 cfs 17.641 af Peak Elev=1,014.26' Storage=4,785 cf Inflow=16.78 cfs 1.383 afPond BIO-1: Filtration Bioretention (2.5ft Secondary=3.85 cfs 0.969 af Tertiary=14.35 cfs 0.414 af Outflow=18.19 cfs 1.383 af Peak Elev=1,019.76' Storage=8,820 cf Inflow=23.85 cfs 2.356 afPond BIO-2: Filtration Bioretention (2.5ft Secondary=6.58 cfs 1.723 af Tertiary=21.17 cfs 0.632 af Outflow=27.75 cfs 2.356 af Peak Elev=1,004.10' Storage=18,729 cf Inflow=6.58 cfs 1.723 afPond DB-1: Detention Pond Primary=4.17 cfs 1.579 af Secondary=1.58 cfs 0.039 af Outflow=5.75 cfs 1.618 af Total Runoff Area = 62.010 ac Runoff Volume = 17.747 af Average Runoff Depth = 3.43" 97.65% Pervious = 60.551 ac 2.35% Impervious = 1.459 ac Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 78HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1A: PS-1.1 Runoff = 138.38 cfs @ 12.28 hrs, Volume= 14.008 af, Depth= 3.43" Routed to Reach DP-1A : Design Point Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.94" Area (ac) CN Description 5.885 77 Woods, Good, HSG D 4.011 70 Woods, Good, HSG C 34.022 78 Meadow, non-grazed, HSG D 4.599 71 Meadow, non-grazed, HSG C 0.537 98 Water Surface, HSG D 49.054 77 Weighted Average 48.517 98.91% Pervious Area 0.537 1.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.1246 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.7 308 0.1435 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 97 0.1250 2.47 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 457 0.0944 2.15 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 204 0.0387 1.38 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 50 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 864 0.0586 10.62 106.18 Channel Flow, Area= 10.0 sf Perim= 12.0' r= 0.83' n= 0.030 Earth, grassed & winding 32.5 2,080 Total Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 79HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1A: PS-1.1 Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 140 120 100 80 60 40 20 0 Type II 24-hr 100-yr Rainfall=5.94" Runoff Area=49.054 ac Runoff Volume=14.008 af Runoff Depth=3.43" Flow Length=2,080' Tc=32.5 min CN=77 138.38 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 80HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1B: PS-1B Runoff = 23.85 cfs @ 12.25 hrs, Volume= 2.356 af, Depth= 3.43" Routed to Pond BIO-2 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.94" Area (ac) CN Description 0.376 77 Woods, Good, HSG D 2.301 70 Woods, Good, HSG C 4.540 78 Meadow, non-grazed, HSG D 0.378 71 Meadow, non-grazed, HSG C 0.655 98 Water Surface, HSG D 8.250 77 Weighted Average 7.595 92.06% Pervious Area 0.655 7.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.1138 0.08 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 4.4 456 0.1209 1.74 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 455 0.1038 2.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 31 0.0429 3.33 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 537 0.0319 6.31 31.55 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 0.2 131 0.0917 10.70 53.50 Channel Flow, 1ft deep, 2 ft bottom swale Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 31.4 1,710 Total Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 81HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1B: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-yr Rainfall=5.94" Runoff Area=8.250 ac Runoff Volume=2.356 af Runoff Depth=3.43" Flow Length=1,710' Tc=31.4 min CN=77 23.85 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 82HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PS-1C: PS-1B Runoff = 16.78 cfs @ 12.17 hrs, Volume= 1.383 af, Depth= 3.53" Routed to Pond BIO-1 : Filtration Bioretention (2.5ft filter media w/ underdrains) Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=5.94" Area (ac) CN Description 0.359 77 Woods, Good, HSG D 0.423 70 Woods, Good, HSG C 3.356 78 Meadow, non-grazed, HSG D 0.301 71 Meadow, non-grazed, HSG C 0.267 98 Water Surface, HSG D 4.706 78 Weighted Average 4.439 94.33% Pervious Area 0.267 5.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 78 0.1900 0.09 Sheet Flow, 100 ft sheet Woods: Dense underbrush n= 0.800 P2= 2.34" 2.6 22 0.1000 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.34" 6.1 608 0.0558 1.65 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.1 21 0.0670 4.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 39 0.0900 10.60 53.00 Channel Flow, Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.030 Earth, grassed & winding 23.5 768 Total Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 83HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Subcatchment PS-1C: PS-1B Runoff Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-yr Rainfall=5.94" Runoff Area=4.706 ac Runoff Volume=1.383 af Runoff Depth=3.53" Flow Length=768' Tc=23.5 min CN=78 16.78 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 84HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Reach DP-1A: Design Point Inflow Area = 49.054 ac, 1.09% Impervious, Inflow Depth = 4.32" for 100-yr event Inflow = 177.10 cfs @ 12.25 hrs, Volume= 17.641 af Outflow = 177.10 cfs @ 12.25 hrs, Volume= 17.641 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Reach DP-1A: Design Point Inflow Outflow Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 180 160 140 120 100 80 60 40 20 0 Inflow Area=49.054 ac 177.10 cfs177.10 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 85HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 4.706 ac, 5.67% Impervious, Inflow Depth = 3.53" for 100-yr event Inflow = 16.78 cfs @ 12.17 hrs, Volume= 1.383 af Outflow = 18.19 cfs @ 12.17 hrs, Volume= 1.383 af, Atten= 0%, Lag= 0.2 min Secondary = 3.85 cfs @ 12.17 hrs, Volume= 0.969 af Routed to Reach DP-1A : Design Point Tertiary = 14.35 cfs @ 12.17 hrs, Volume= 0.414 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,014.26' @ 12.17 hrs Surf.Area= 3,014 sf Storage= 4,785 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 59.1 min calculated for 1.383 af (100% of inflow) Center-of-Mass det. time= 59.4 min ( 892.2 - 832.7 ) Volume Invert Avail.Storage Storage Description #1 1,014.10' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 916 cf Overall x 0.0% Voids #2 1,012.10' 4,785 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 4,785 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,014.10 752 0 0 1,015.10 1,080 916 916 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,012.10 1,799 0 0 1,013.10 2,378 2,089 2,089 1,014.10 3,014 2,696 4,785 Device Routing Invert Outlet Devices #1 Device 3 1,012.10'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,013.10'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,012.10'12.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,012.10' / 1,009.00' S= 0.1033 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,013.60'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 86HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=3.85 cfs @ 12.17 hrs HW=1,014.26' (Free Discharge) 3=Culvert (Inlet Controls 3.85 cfs @ 4.90 fps) 1=Exfiltration Through Media (Passes < 0.03 cfs potential flow) 2=Overflow Grate (Passes < 20.74 cfs potential flow) Tertiary OutFlow Max=14.33 cfs @ 12.17 hrs HW=1,014.26' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 14.33 cfs @ 2.17 fps) Pond BIO-1: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.706 ac Peak Elev=1,014.26' Storage=4,785 cf 16.78 cfs18.19 cfs 3.85 cfs 14.35 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 87HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Area = 8.250 ac, 7.94% Impervious, Inflow Depth = 3.43" for 100-yr event Inflow = 23.85 cfs @ 12.25 hrs, Volume= 2.356 af Outflow = 27.75 cfs @ 12.25 hrs, Volume= 2.356 af, Atten= 0%, Lag= 0.0 min Secondary = 6.58 cfs @ 12.25 hrs, Volume= 1.723 af Routed to Pond DB-1 : Detention Pond Tertiary = 21.17 cfs @ 12.25 hrs, Volume= 0.632 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,019.76' @ 12.25 hrs Surf.Area= 5,191 sf Storage= 8,820 cf Flood Elev= 2.00' Storage= 0 cf Plug-Flow detention time= 67.7 min calculated for 2.356 af (100% of inflow) Center-of-Mass det. time= 67.9 min ( 910.4 - 842.5 ) Volume Invert Avail.Storage Storage Description #1 1,019.40' 0 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 691 cf Overall x 0.0% Voids #2 1,017.40' 8,820 cf Above Mulch Surface (Prismatic) Listed below (Recalc) 8,820 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,019.40 1,274 0 0 1,019.90 1,490 691 691 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,017.40 3,657 0 0 1,018.40 4,396 4,027 4,027 1,019.40 5,191 4,794 8,820 Device Routing Invert Outlet Devices #1 Device 3 1,017.40'0.500 in/hr Exfiltration Through Media over Surface area #2 Device 3 1,018.40'24.0" x 24.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 1,014.40'12.0" Round Culvert L= 90.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 1,014.40' / 1,013.50' S= 0.0100 '/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 0.79 sf #4 Tertiary 1,018.90'10.0' long x 3.0' breadth Emergency Overflow Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 88HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Secondary OutFlow Max=6.58 cfs @ 12.25 hrs HW=1,019.76' (Free Discharge) 3=Culvert (Inlet Controls 6.58 cfs @ 8.38 fps) 1=Exfiltration Through Media (Passes < 0.06 cfs potential flow) 2=Overflow Grate (Passes < 22.44 cfs potential flow) Tertiary OutFlow Max=21.16 cfs @ 12.25 hrs HW=1,019.76' (Free Discharge) 4=Emergency Overflow Weir (Weir Controls 21.16 cfs @ 2.47 fps) Pond BIO-2: Filtration Bioretention (2.5ft filter media w/ underdrains) Inflow Outflow Secondary Tertiary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 30 25 20 15 10 5 0 Inflow Area=8.250 ac Peak Elev=1,019.76' Storage=8,820 cf 23.85 cfs 27.75 cfs 6.58 cfs 21.17 cfs Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 89HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Summary for Pond DB-1: Detention Pond Inflow = 6.58 cfs @ 12.25 hrs, Volume= 1.723 af Outflow = 5.75 cfs @ 13.12 hrs, Volume= 1.618 af, Atten= 13%, Lag= 52.1 min Primary = 4.17 cfs @ 13.12 hrs, Volume= 1.579 af Routed to Reach DP-1A : Design Point Secondary = 1.58 cfs @ 13.12 hrs, Volume= 0.039 af Routed to Reach DP-1A : Design Point Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1,004.10' @ 13.12 hrs Surf.Area= 9,599 sf Storage= 18,729 cf Plug-Flow detention time= 174.8 min calculated for 1.618 af (94% of inflow) Center-of-Mass det. time= 99.9 min ( 1,071.9 - 972.0 ) Volume Invert Avail.Storage Storage Description #1 1,002.00' 26,760 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,002.00 7,222 0 0 1,005.00 10,618 26,760 26,760 Device Routing Invert Outlet Devices #1 Primary 1,002.00'18.0" Round Culvert (Outlet Pipe from CB) L= 37.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,002.00' / 1,001.00' S= 0.0270 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf #2 Device 1 1,004.00'24.0" W x 24.0" H Vert. Orifice/Grate (2'x2' CB Grate) C= 0.600 Limited to weir flow at low heads #3 Secondary 1,004.00'20.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir (Spillway) Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #4 Device 1 1,002.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.17 cfs @ 13.12 hrs HW=1,004.10' (Free Discharge) 1=Culvert (Outlet Pipe from CB) (Passes 4.17 cfs of 9.88 cfs potential flow) 2=Orifice/Grate (2'x2' CB Grate) (Orifice Controls 0.20 cfs @ 1.01 fps) 4=Orifice/Grate (Orifice Controls 3.97 cfs @ 5.05 fps) Secondary OutFlow Max=1.55 cfs @ 13.12 hrs HW=1,004.10' (Free Discharge) 3=Broad-Crested Rectangular Weir (Spillway) (Weir Controls 1.55 cfs @ 0.77 fps) Type II 24-hr 100-yr Rainfall=5.94"E_App E_Post-Development Model AWG Printed 12/12/2025Prepared by Labella Associates Page 90HydroCAD® 10.20-6a s/n 09581 © 2024 HydroCAD Software Solutions LLC Pond DB-1: Detention Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 706560555045403530252015105 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Peak Elev=1,004.10' Storage=18,729 cf 6.58 cfs 5.75 cfs 4.17 cfs 1.58 cfs Appendix f: Swppp inspection report (sample form) SWPPP INSPECTION REPORT NUMBER 01 CTEC Solar BENTON NORTH ROUTE 14A SOLAR II 728 STATE ROUTE 14A, TOWN OF BENTON, YATES COUNTY, NY PERMIT NUMBER Performed: 2/1/2025 @ 12:00 AM Report Issued: 2/1/2025 Status: SATISFACTORY (All erosion control measures are installed and in working order) Qualified Professional (name and title) Date Signature Qualified Inspector (name and title) Date Signature Prepared by: LaBella Associates 300 State Street, Suite 201 Rochester, NY 14614 (585) 454-6110 NYSDEC Documentation and SWPPP Forms 5-Acre Waiver: 5-acre waiver approved by NYSDEC and > 5 acres disturbed 303d Status: Project does not directly discharge to a 303d impaired waterbody Number of Inspections required: 1 / week Location of SWPPP and Site Log Book on-site: YES NO N/A CONTAINED IN SITE LOG BOOK? ☐ ☐ ☐ Preconstruction Assessment ☐ ☐ ☐ Copy of eNOI ☐ ☐ ☐ Letter of Authorization ☐ ☐ ☐ SWPPP Preparer Certification Form ☐ ☐ ☐ Owner/Operator Certification Form ☐ ☐ ☐ MS4 SWPPP Acceptance Form ☐ ☐ ☐ MS4 No Jurisdiction Form ☐ ☐ ☐ NYCDEP SWPPP Acceptance Form ☐ ☐ ☐ Contractor and Subcontractor Certifications ☐ ☐ ☐ SPDES General Permit ☐ ☐ ☐ 5 Acre Waiver Authorization ☐ ☐ ☐ NOT Comments: Site Conditions Total area with active soil disturbance (not requiring either temporary or final stabilization): XX Acres Total area with inactive soil disturbance (requiring either temporary or final stabilization): XX Acres Total area that has achieved temporary stabilization: XX Acres Total area that has achieved final stabilization: XX Acres Allowable Disturbed Area Per NOI and/or 5-acre waiver: XX Acres Current Status of Construction: Description Weather Conditions: Conditions Temperature: XX ⁰F Soil Conditions: Choose an item. Description of Discharge Point/Natural Surface Waterbody Condition of Runoff Sediment Discharge Noted Y / N Corrective Action Erosion and Sediment Control Deficiencies and Corrective Actions SWPPP Component Functional Y / N / NA Deficiency (See Checklist and/or note) Deficiency Location Initial Date Corrective Action Corrected Y / N General Site Conditions Silt Fence Stabilized Construction Access Compost Filter Sock Inlet Protection Soil Stockpiles Temporary Stabilization Permanent Stabilization Dewatering Operations Stone Check Dams Rock Outlet Protection Sediment Traps and Basins Temporary Stream Crossing Pavement Sweeping Concrete Washout Filter Strips Slope Protection Measures Temporary Swales and Berms Temporary Parking Areas Fiber Roll Permanent Turf Reinforcement Water Bars Flow Diffusers Other: SWPPP Inspection Checklist and Deficiency Numbers 1 General Site Conditions 6 Soil Stockpiles 1A Adjoining properties are not protected from erosion and sediment deposition 6A No sediment controls at downhill slope 1B Downstream waterways are not protected from erosion and sediment deposition 1C All E&SC measures have not been constructed as detailed in the SWPPP 7 Temporary Stabilization 1D Dust is not adequately controlled 7A Areas inactive for 14 days or more have not been stabilized (If <5 acres disturbed) 1E Storage areas contain spills, leaks, or harmful materials 7B Areas inactive for 7 days or more have not been stabilized (If >5 acres disturbed or 303d) 1F Garbage and waste building materials are not being managed properly 7C Soil preparation has not been applied as specified in the SWPPP or the Blue Book 1G Temporary control measures that are no longer needed have not been removed 7D Rolled EC products specified for steep slopes or channels have not been installed 1H Permanent SWM practices not constructed per plans 8 Permanent Stabilization 2 Silt Fence 8A Lawn in disturbed areas has not been established to 80% germination 2A Silt fence not installed on contour 8B Soil preparation has not been applied as specified in the SWPPP or the Blue Book 2B Silt fence not across conveyance channels 8C Rolled EC products specified for steep slopes or channels have not been installed 2C Silt fence not at least 10 feet from toe of slope 2D Silt fence not at appropriate spacing intervals based on slope 9 Dewatering Operations 2E Silt fence ends are not wrapped for continuous support 9A Upstream and downstream berms are not installed or functioning poorly 2F Silt fence fabric is loose or contains rips or frayed areas 9B Clean water from upstream pool is not being pumped to the downstream pool 2G Silt fence posts are unstable 9C Sediment laden water from work area is not being discharged to a silt-trapping device 2H Silt fence is not buried 6 inches minimum 9D Groundwater from excavations managed improperly (No sumps/sediment control) 2I Silt fence contains bulges or material buildup 10 Stone Check Dam 3 Stabilized Construction Access 10A Not installed per standards 3A Temporary construction access not installed or not per NYS standards 10B Channel is unstable (flow is eroding soil underneath or around the structure) 3B Other access areas have not been stabilized immediately as work takes place 10C Check dam in poor condition (rocks not in place or lack of geotextile fabric) 3C Sediment has tracked onto public streets and is not being cleaned daily 10D Sediment needs to be removed 3D Stone is not clean enough to effectively remove mud from vehicles 3E Adequate drainage not provided to prevent ponding 11 Rock Outlet Protection 11A Rock outlet protection not installed per plan or Blue Book 4 Compost Filter Sock 11B Rock outlet protection not installed concurrently with pipe installation 4A Filter sock not installed on contour 4B Filter sock terminal ends do not extended 8’ upslope at 45˚ angle 12 Sediment Traps and Basins 4C Inappropriate diameter based on slope steepness and slope length 12A Outlet structure constructed improperly 4D Filter sock not anchored at 10’ intervals 12B Geotextile fabric has not been placed beneath rock fill 4E More than 50% sediment has built up 12C Depth of sediment in basin has exceeded allowable threshold 12D Basin and outlet structure not constructed per the approved plan 5 Inlet Protection 12E Basin side slopes are not stabilized with seed/mulch 5A Inlet protection not installed or installation is not per SWPPP or Blue Book specifications 12F More than 50% capacity has built up 5B Incorrect type(s) of inlet control installed or is inappropriate for location 5C Drainage area for inlet protection is greater than 1 acre 13 Temporary Stream Crossing 5D Sediment has not been removed when 50% of storage volume has been achieved 13A Construction crossings at concentrated flow areas have not been culverted 5E A 2” x 4” wood frame and wood posts has not been installed 5F Filter fabric is not buried a minimum of 1 foot below ground or secured to frame/posts 14 Pavement Sweeping 5G Posts are unstable, fabric is loose, and contains rips or frayed areas 14A Pavement has not been swept daily and sediment has traveled into road 5H Post spacing exceeds maximum 3’ spacing Stormwater Management Practice Deficiencies and Corrective Actions Practice Sign Y / N Current Phase of Construction Items Not in Conformance with SWPPP Deficiency Location Initial Date Corrective Action Corrected Y / N Practice 1: Practice 2: Practice 3: Practice 4: Practice 5: Practice 6: Photo Log Photo 1 Photo 1A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 2 Photo 2A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 3 Photo 3A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo Log (continued) Photo 4 Photo 4A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 5 Photo 5A Date – Item in need of repair or maintenance: Date – Corrected Action: Photo 6 Photo 6A Date – Item in need of repair or maintenance: Date – Corrected Action: Disturbance / Photo Location Map Replace this page to include an 11x17 erosion control plan sketch to scale showing: 1. Areas with active soil disturbance activity 2. Areas that have been disturbed but are inactive at the time of the inspection 3. Areas that have been stabilized (temporary and/or final) since the last inspection 4. Limit of disturbance line per the SWPPP and the grading plan 5. Photo locations Use Bluebeam template with standard colors to indicate limits Appendix G: Post-construction inspections and maintenance Page 1 of 5 Table 2.4.1 D&S Drainage Area Visually inspect any surfaces in the drainage area. Problem (Check if Present) Follow-Up Actions  Changes in flow; more runoff; runoff bypassing the practice  For rooftop areas, make sure downspouts are still disconnected and conveying water into the treatment area.  Look for and remove any “dams” of sediment and grass clippings that prevent water from entering the treatment area as sheet flow.  Other: Disconnection & Sheetflow Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 5 Table 2.4.1 D&S Drainage Area Visually inspect any surfaces in the drainage area. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Changes to drainage area size or amount of runoff due to construction, tillage, etc.  For parking lots in the drainage area—sediment, grass clippings, or other debris has accumulated at pavement edge.  For small, isolated amounts of debris, sweep up by hand and dispose properly so that it will not be exposed to runoff.  Other:  Kick-Out to Level 2 Inspection: Sediment is widespread and cannot be removed by manual sweeping.  For parking lots in the drainage area—dips or damage at pavement edge caused flow to concentrate.  Kick-Out to Level 2 Inspection: This will likely require special expertise to diagnose and fix pavement edge. Page 3 of 5 Table 2.4.2 D&S Level Spreader/Energy Dissipator Inspect the energy dissipator closely, during a rain event if possible. Problem (Check if Present) Follow-Up Actions  Debris and/or sediment accumulated behind or around the level spreader.  Remove debris and sediment by hand and ensure that the area behind the level spreader is relatively flat. Too much debris and sediment can cause runoff to bypass the level spreader structure.  Other:  Sinking, cracking, sloughing, or other structural problem makes the energy dissipator no longer level.  For stone/gravel spreaders, add new material or rake out as needed to make it even.  Other:  Kick-Out to Level 2 Inspection: Structural issues that cannot be easily fixed by hand Table 2.4.3 D&S Treatment Area Examine where flow enters the treatment area as well as the whole flow path. Look for signs of concentrated flow. Problem (Check if Present) Follow-Up Actions  Trash and/or debris in the treatment area  Collect trash/debris and dispose of properly.  Grass filter strip has grown very tall, to the point that runoff cannot easily enter or is getting concentrated.  Mow filter strip twice a year or more frequently in a residential yard. Page 4 of 5 Table 2.4.3 D&S Treatment Area Examine where flow enters the treatment area as well as the whole flow path. Look for signs of concentrated flow. Problem (Check if Present) Follow-Up Actions  Sparse vegetation or bare spots  For grassy areas, add topsoil (as needed), grass seed, mulch, and water during the growing season to re- establish consistent vegetation cover.  Other:  Rills or gullies are forming in treatment area where flow has become concentrated  For minor rills, fill in with soil, compact, and add seed and straw to establish vegetation.  Other:  Kick-Out to Level 2 Inspection: Rills are more than 2" to 3" deep and require more than just hand raking and re-seeding. Additional Notes: Page 5 of 5 Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 4 Disconnection & Sheetflow Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 4 Level 2 Inspection – DISCONNECTION AND SHEETFLOW Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Significant sediment on pavement that drains to disconnection area (e.g., grass strip)  Condition 1: Sediment on parking lot is widespread Enlist a mechanical sweeper or vacuum sweeper to remove sediment across entire pavement surface. Pay special attention to downhill edges of pavement where more sediment may have accumulated.  Sediment accumulation is so serious that it cannot be sufficiently removed with mechanical sweeper. May indicate a high sediment load from uphill in the drainage area that needs to be mitigated.  Level 3 inspection necessary Observed Condition: Pavement edge deteriorating  Condition 1: Dips or damage at pavement edge causing runoff to concentrate Determine whether the damaged edge is causing significant enough concentration of runoff to warrant repair or regrading of the pavement.  Edge must be patched or re-paved to make secure and level.  Parking lot not draining properly to the energy dissipator and treatment area.  Level 3 inspection necessary Observed Condition: Level spreader/energy dissipator  Condition 1: Level spreader sinking or uneven If basic equipment can be used, prop up and secure any section of level spreader that is sinking. Regrade soil all around level spreader and add stone as necessary to prevent erosion and bypassing.  Condition 2: Level spreader is broken These repairs can be simple for small, residential-scale practices, such as at a downspout. Ensure the level spreader is level across, keyed in to soil at the edges, and made of durable material that can withstand the flow of water running across it. Larger or more complicated level spreaders (e.g., concrete) will likely require specialized skill and equipment.  Level spreader requires specialized equipment, regrading, or large amount of material to make level again.  Level spreader needs to be re-designed and replaced.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection – DISCONNECTION AND SHEETFLOW Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Erosion in treatment area  Condition 1: Rills from concentrated flow Inspect energy dissipator to see whether it needs to be improved to better spread out incoming flow. Regrade flow path to ensure that it is relatively flat (if minor). If major re-grading is needed, the treatment area may need to be redesigned and fixed with specialized equipment.  Major rills and gullies  Treatment area needs to be re-designed and major grading needed.  Level 3 inspection necessary Notes: Inspector: Date: Page 4 of 4 Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 7 PW Drainage Area Look for areas that are uphill from the pond. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and straw areas of bare soil to establish vegetation.  Fill in eroded areas with soil, compact, seed and mulch with straw to establish vegetation.  Other: Pond and Wetland Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 7  Bare soil, erosion of the ground (rills washing out the dirt)  Kick-Out to Level 2 Inspection: If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  If large areas of soil have been eroded or larger channels are forming, this may require rerouting of flow paths or use of an erosion-control seed mat or blanket to reestablish acceptable ground cover or anchor sod where it is practical.  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Remove excessive vegetation or woody debris that can block drainage systems.  Other:  Open containers of oil, grease, paint, or other substances exposed to rain in the drainage area  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Pond Inlets Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Problem (Check if Present) Follow-Up Actions  Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.  If the problem can be remedied with hand tools and done in a safe manner, remove vegetation, trash, woody debris, etc. from blocking inlet structures.  Other:  Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor. Page 3 of 7 Pond Inlets Look for all areas where water flows into the pond during storms. Note that there may be multiple points of inflow and types of structures (e.g., pipes, open ditches, etc.). Problem (Check if Present) Follow-Up Actions  Inlets are buried, covered or filled with silt, debris, or trash, or blocked by excessive vegetation.  Kick-Out to Level 2 or 3 Inspection: If the amount of material is too large to handle OR there are ANY safety concerns about working in standing water, soft sediment, etc., the work will likely have to be performed by a qualified contractor.  Inlets are broken, and, with pieces of pipe or concrete falling into the pond, there is erosion around the inlet, there is open space under the pipe, or there is erosion where the inlet meets the pond  Kick-Out to Level 2 Inspection: These types of structural or erosion problems are more serious and will require a qualified contractor to repair. PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The pretreatment area(s) or forebay(s) are filled with sediment, trash, vegetation, or other debris.  If the problem can be remedied with hand tools and done in a safe manner, use a flat shovel or other equipment to remove small amounts of sediment.  Remove trash and excessive vegetation from forebays if this can be done in a safe manner.  Other: Page 4 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The pretreatment area(s) or forebay(s) are filled with sediment, trash, vegetation, or other debris.  Kick-Out to Level 2 Inspection: Large amounts of sediment or debris will have to be removed by a qualified contractor. ANY condition that poses a safety concern for working in standing water or soft sediments should be referred to a Level 2 Inspection or qualified contractor.  The pond area itself has accumulated sediment, trash, debris, or excessive vegetation that is choking the flow of the water, OR the pond area is covered with algae or aquatic plants.  Level 1 includes handling only small amounts of material that can be removed by hand, or with rakes or other hand tools. Do not attempt any repair that poses a safety issue.  Other:  Kick-Out to Level 2 Inspection: Most cases will call for a Level 2 Inspection and/or a qualified contractor.  You are not sure what type and amount of vegetation is supposed to be in the pond.  The algae or aquatic plants should be identified so that proper control techniques can be applied.  The side slopes of the pond are unstable, eroding, and have areas of bare dirt.  If there are only minor areas, try filling in small rills or gullies with topsoil, compacting, and seeding and mulching all bare dirt areas with an appropriate seed. Alternatively, try using herbaceous plugs to get vegetation established in tricky areas, such as steep slopes.  Other:  Kick-Out to Level 2 Inspection: Erosion and many bare dirt areas on steep side slopes will require a Level 2 Inspection and repair by a qualified contractor. Page 5 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The riser structure is clogged with trash, debris, sediment, vegetation, etc., OR is open, unlocked, or has a steep drop and poses a safety concern. The pond level may have dropped below its “normal” level.  If you can safely access the riser on foot or with a small boat, clear minor amounts of debris and remove it from the pond area for safe disposal.  Other:  Kick-Out to Level 2 Inspection: The riser cannot be accessed safely, the amount of debris is substantial, or the riser seems to be completely clogged and the water level has risen too high.  There are safety issues with the riser and concern about access to pipes, drops, or any other life safety concern.  The riser is leaning, broken, settling or slumping, corroded, eroded or any other structural problem.  The dam/embankment is slumping, sinking, settling, eroding, or has medium or large trees growing on it.  If there are small isolated areas, try to fix them by adding clean material (clay and topsoil) and seeding and mulching.  Periodically mow embankments to enable inspection of the banks and to minimize establishment of woody vegetation.  Remove any woody vegetation that has already established on embankments.  Other:  Kick-Out to Level 2 Inspection: Most of these situations will require a Level 2 Inspection or evaluation and repair by a qualified contractor. Seepage through the dam or problems with the pipe through the dam can be a serious issue that should be addressed to avoid possible dam failure. Page 6 of 7 PW Pond Area and Embankments Examine both interior and exterior pond banks as well as the pond body. Observe from the inlet pipes to the outfall structure and emergency overflow. Problem (Check if Present) Follow-Up Actions  The emergency spillway or outfall (if it exists) has  Erosion, settlement, or loss of material. Rock-lined spillways have excessive debris or vegetation.  Clear light debris and vegetation.  Other:  Kick-Out to Level 2 Inspection: Displacement of rock lining, excessive vegetation and erosion/settlement may warrant review and decision by Level 2 Inspector to check against original plan.  Any uncertainty about the integrity of the emergency spillway should be referred to a Level 2 Inspector.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. PW Pond Outlet Examine the outlet of the pipe on the downstream side of the dam/embankment where it empties into a stream, channel, or drainage system. Problem (Check if Present) Follow-Up Actions  The pond outlet is clogged with sediment, trash, debris, vegetation, or is eroding, caving in, slumping, or falling apart.  If there is a minor blockage, remove the debris or vegetation to allow free flow of water.  Remove any accumulated trash at the outlet.  Outlet:  Kick-Out to Level 2 Inspection:  If the area at the outlet cannot be easily accessed or if the blockage is substantial, a Level 2 Inspection is warranted.  Erosion at and downstream of the outfall should be evaluated by a qualified professional.  Any structural problems, such as broken pipes, structures falling into the stream, or holes or tunnels around the outfall pipe, should be evaluated by a Level 2 Inspector and will require repair by a qualified contractor.  The pool of water at the outlet pipe is discolored, has an odor, or has excessive algae or vegetative growth. Page 7 of 7 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 4 Pond and Wetland Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 4 Level 2 Inspection: PONDS and WETLANDS Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Bare Soil or Erosion in the Drainage Area  Condition 1: Extensive problem spots, but no channels or rills forming Reseed problem areas. If problem persists or grass does not take, consider hiring a landscape contractor.  Condition 2: Problem is extensive, and rills/channels are beginning to form May be necessary to divert or redirect water that is causing the erosion problem. If it appears that simple regrading—such as installing a berm or leveling a low spot–will fix the problem, make repairs and ensure that the problem is repaired after the next storm.  Large rills or gullies are forming in the drainage area.  An attempt to regrade the drainage area has been unsuccessful.  Fixing the problem would require major regrading (i.e., redirecting more than a 100-square-foot area.  It is not clear why the problem is occurring.  Level 3 inspection necessary Observed Condition: Manholes or Inlet Pipe Buried or Covered with Vegetation  Condition 1: Nearest manhole and inlet pipe not found Consult as-built drawings to get to closest suspected location and use metal detector to search for metal manhole cover. If unsuccessful, identify nearest drain inlets and approximate pipe direction to locate next manhole.  Condition 2: Manhole located and inspected Never enter a manhole, except by following confined-space entry protocols. If outlet pipe is not visible or greater than 25% full of sediment/debris or trash, it will typically require a qualified contractor to flush, clean and clear blockages.  Condition 3: Inlet pipe not found at pond Clear vegetation and brush that may be covering the inlet pipe. Buried inlet pipes may be found through use of a metal probe.  Condition 4: Inlet pipe buried in sediment or blocked by vegetation Once located, the pipe path can be cleared of vegetation with brush hook or other brush tools. Light digging may clear sediment from the end of the pipe.  To locate buried manholes and lost storm lines, it is sometimes necessary to hire a pipeline inspection contractor with televising equipment or ground-penetrating radar and enter at the closest upstream access point.  Locating a buried inlet pipe may require wading in the edge of the pond and using a metal probe and brush axe to find and expose the pipe.  If other than light digging is necessary to remove accumulated sediment, a contractor with heavy equipment may be required.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection: PONDS and WETLANDS Recommended Repairs and Required Skills Triggers for Level 3 Inspection Observed Condition: Pipe or Headwall Settlement, Erosion, Corrosion or Failure  Condition 1: Pipe or headwall settlement or failure Severe sinkholes, settlement or corrosion should be kicked out to Level 3 Inspection.  Condition 2: Flow not confined to pipe and visible outside pipe wall With flashlight, observe the inside of the pipe and note its condition. Take photographs. Look for sinkholes developing that indicate pipe failure beneath the surface. Kick out to Level 3 inspection.  Where blockages are visible, a decision is needed on whether to clear them or leave in place. If a third of the pipe is full of sediment, it should be removed by a contractor with pipe- cleaning equipment.  Corrosion of inlet pipes that allows flow around the pipe exterior is a structural concern because it can lead to settlement, sinkholes and undermining pond embankment. Evidence of this type of failure may require specialized pipe-inspection equipment and investigation by an engineer.  Level 3 inspection necessary Observed Condition: Pond Conditions  Condition 1: Pond pre-treatment zone is full of sediment or not constructed as shown on as-built drawings.  Condition 2: Excessive buildup of sediment or overgrowth If the pre-treatment area or pond pool is overgrown or filled with sediment so that the original design is compromised, corrective measures are required. If plants have died, then replanting is necessary. If none of the original design exists due to alteration or sediment, kick out to Level 3 inspection.  It may require inspection by an engineer to determine next steps for clearing, replanting or reconstruction.  Erosion or settlement such that design has been compromised should be reviewed by an engineer. Recurring erosion may require redesign and/or regrading to direct flow away from eroding area.  If sediment has filled more than 50% of the pond’s capacity, dredging is likely needed and should be evaluated by a qualified contractor.  Removal or control of excessive algae or aquatic plants can be assessed by a qualified pond maintenance company.  Level 3 inspection necessary Page 4 of 4 Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 8 BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Bare soil, erosion of the ground (rills washing out the dirt)  Seed and mulch areas of bare soil to establish vegetation.  Fill in erosion areas with soil, compact, and seed and straw to establish vegetation.  If a rill or small channel is forming, try to redirect water flowing to this area by creating a small berm or adding topsoil to areas that are heavily compacted.  Other: Bioretention Stormwater Management Practices Level 1 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 8 BR Drainage Area Look for areas that are uphill from the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Kick-Out to Level 2 Inspection: Large areas of soil have been eroded, or larger channels are forming. May require rerouting of flow paths.  Piles of grass clippings, mulch, dirt, salt, or other materials  Remove or cover piles of grass clippings, mulch, dirt, etc.  Other:  Open containers of oil, grease, paint, or other substances  Cover or properly dispose of materials; consult your local solid waste authority for guidance on materials that may be toxic or hazardous.  Other: Page 3 of 8 BR Inlets Stand in the Bioretention cell itself and look for all the places where water flows in. Often there will be multiple points of inflow to the practice. Problem (Check if Present) Follow-Up Actions  Inlets collect grit and debris or grass/weeds. Some water may not be getting into the Bioretention cell. The objective is to have a clear pathway for water to flow into the cell.  Use a flat shovel to remove grit and debris (especially at curb inlets or openings). Parking lots generate fine grit that will accumulate at these spots.  Pull out clumps of growing grass or weeds and scoop out the soil or grit that the plants are growing in.  Remove any grass clippings, leaves, sticks, and other debris that is collecting at inlets.  For pipes and ditches, remove sediment and debris that is partially blocking the pipe or ditch opening where it enters the Bioretention cell.  Dispose of all material properly where it will not re-enter the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: Inlets are blocked to the extent that most of the water does not seem to be entering the Bioretention cell.  Some or all of the inlets are eroding so that rills, gullies, and other erosion is present, or there is bare dirt that is washing into the Bioretention cell.  For small areas of erosion, smooth out the eroded part and apply rock or stone (e.g., river cobble) to prevent further erosion. Usually, filter fabric is placed under the rock or stone.  In some cases, reseeding and applying erosion-control matting can be used to prevent further erosion. Some of these materials may be available at a garden center, but it may be best to consult a landscape contractor.  Other:  Kick-Out to Level 2 Inspection: Erosion is occurring at most of the inlets, and it looks like there is too much water that is concentrating at these points. The inlet design may have to be modified. Page 4 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Mulch (if used) needs to be replaced or replenished. The mulch layer had decomposed or is less than 1-inch thick.  Add new mulch to a total depth (including any existing mulch that is left) of 2 to 3 inches. The mulch should be shredded hardwood mulch that is less likely to float away during rainstorms.  Avoid adding too much mulch so that inlets are obstructed or certain areas become higher than the rest of the Bioretention surface.  Other:  Minor areas of sediment, grit, trash, or other debris are accumulating on the bottom.  Use a shovel to scoop out minor areas of sediment or grit, especially in the spring after winter sanding materials may wash in and accumulate. Dispose of the material where it cannot re-enter the Bioretention cell .  If removing the material creates a hole or low area, fill with soil mix that matches original mix and cover with mulch so that the Bioretention surface area is as flat as possible.  Remove trash, vegetative debris, and other undesirable materials.  Other:  Kick-Out to Level 2 Inspection: Sediment has accumulated more than 2-inches deep and covers 25% or more of the Bioretention surface.  Kick-Out to Level 2 Inspection: The Bioretention cell is too densely vegetated to assess sediment accumulation or ponding; see BR-4, Vegetation. Page 5 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  There is erosion in the bottom or on the side slopes. Water seems to be carving out rills as it flows across the Bioretention surface or on the slopes, or sinkholes are forming in certain areas.  Source: Stormwater Maintenance, LLC.  Try filling the eroded areas with clean topsoil or sand, and cover with mulch.  If the problem recurs, you may have to use stone (e.g., river cobble) to fill in problem areas.  If the erosion is on a side slope, fill with clay that can be compacted and seed and mulch the area.  Other:  Kick-Out to Level 2 Inspection: The problem persists or the erosion is more than 3-inches deep and seems to be an issue with how water enters and moves through the Bioretention cell.  Kick-Out to Level 2 Inspection: The problem does not seem to be caused by flowing water, but a collapse or sinking of the surface (e.g., “sinkhole”) due to some underground problem.  The bottom of the Bioretention cell is not flat, and the water pools at one end, along an edge, or in certain pockets. The whole bottom is not uniformly covered with water. See design plan to verify that bioretention surface is intended to be flat. Check during or immediately after a rainstorm.  If the problem is minor (just small, isolated areas are not covered with water), try raking the surface OR adding mulch to low spots to create a more level surface. You may need to remove and replace plantings in order to properly even off the surface.  Check the surface with a string and bubble level to get the surface as flat as possible.  Other:  Kick-Out to Level 2 Inspection: Ponding water is isolated to less than half of the Bioretention surface area, and there seem to be elevation differences of more than a couple of inches across the surface. Page 6 of 8 BR Ponding Area Examine the entire Bioretention surface and side slopes Problem (Check if Present) Follow-Up Actions  Water stands on the surface more than 72 hours after a rainstorm and /or wetland-type vegetation is present. The Bioretention cell does not appear to be draining properly.  Kick-Out to Level 2 Inspection: This is generally a serious problem, and it will be necessary to activate a Level 2 Inspection. BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  Vegetation requires regular maintenance—pulling weeds, removing dead and diseased plants, replacing mulch around plants, adding plants to fill in areas that are not well vegetated, etc.  If you can identify which plants are weeds or not intended to be part of the planting plan, eliminate these, preferably by hand pulling.  If weeds are widespread, check with the local stormwater authority and/or Extension Office about proper use of herbicides for areas connected with the flow of water.  Even vegetation that is intended to be present can become large, overgrown, and/or crowd out surrounding plants. Prune and thin accordingly.  If weeds or invasive plants have overtaken the whole Bioretention cell , bush-hog the entire area before seedheads form in the spring. It will be necessary to remove the root mat manually or with appropriate herbicides, as noted above.  Re-plant with species that are aesthetically pleasing and seem to be doing well in the Bioretention cell.  Other:  Kick-Out to Level 2 Inspection: You are unsure of the original planting design, or the vegetation maintenance task is beyond your capabilities of time, expertise, or resources. If you are unsure of the health of the vegetation (e.g. salt damage, invasives, which plants are undesirable) or the appropriate season to conduct vegetation management, consult a landscape professional before undertaking any cutting, pruning, mowing, or brush hogging. Page 7 of 8 BR Vegetation Examine all Bioretention cell vegetation. Problem (Check if Present) Follow-Up Actions  Vegetation is too thin, is not healthy, and there are many spots that are not well vegetated.  The original plants are likely not suited for the actual conditions within the Bioretention cell . If you are knowledgeable about plants, select and plant more appropriate vegetation (preferably native plants) so that almost the entire surface area will be covered by the end of the second growing season.  Other:  Kick-Out to Level 2 Inspection: For all but small practices (e.g., rain gardens), this task will likely require a landscape design professional or horticulturalist. BR Outlets Examine outlets that release water out of the Bioretention cell. Problem (Check if Present) Follow-Up Actions  Erosion at outlet  Add stone to reduce the impact from the water flowing out of the outlet pipe or weir during storms.  Other:  Kick-Out to Level 2 Inspection: Rills have formed and erosion problem becomes more severe.  Outlet obstructed with mulch, sediment, debris, trash, etc.  Remove the debris and dispose of it where it cannot re-enter the Bioretention cell .  Other:  Kick-Out to Level 2 Inspection: Outlet is completely clogged or obstructed; there is too much material to remove by hand or with simple hand tools. Page 8 of 8 Additional Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Page 1 of 4 Bioretention Stormwater Management Practices Level 2 Inspection Checklist SMP ID # SMP Owner  Private  Public SMP Location (Address; Latitude & Longitude) Latitude Longitude Party Responsible for Maintenance System Type Type of Site  Same as SMP Owner  Other _________________________  Seasonal  Continuous Use  Other  Above Ground  Below Ground  Commercial  Industrial  Residential  State Inspection Date Inspection Time Inspector Date of Last Inspection Page 2 of 4 Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Water Stands on Surface for More than 72 Hours after Storm  Condition 1: Small pockets of standing water Use a soil probe or auger to examine the soil profile. If isolated areas have accumulated grit, fines, or vegetative debris or have bad soil media, try scraping off top 3 inches of media and replacing with clean material. Also check to see that surface is level and water is not ponding selectively in certain areas.  Condition 2: Standing water is widespread or covers entire surface Requires diagnosis and resolution of problem:  Clogged underdrain?  Filter fabric between soil media and underdrain stone?  Need to install underdrain if not present?  Too much sediment/grit washing in from drainage area?  Too much ponding depth?  Improper soil media?  Soil media is clogged and problem is not evident from Level 2 inspection.  Level 2 inspection identifies problem, but it cannot be resolved easily or is associated with the original design of the practice.  Level 3 inspection necessary Observed Condition: Vegetation is sparse or out of control  Condition 1: Original design planting plan seems good but has not been maintained, so there are many invasives and/or dead plants Will require some horticultural experience to restore vegetation to intended condition by weeding, pruning, removing plants, and adding new plants.  Condition 2: Original design planting plan is unknown or cannot be actualized A landscape architect or horticulturalist will be needed to redo the planting plan. Will likely require analysis of soil pH, moisture, organic content, sun/shade, and other conditions to make sure plants match conditions. Plan should include invasive plant management and maintenance plan to include mulching, watering, disease intervention, periodic thinning/pruning, etc.  Vegetation deviates significantly from original planting plan; Bioretention has been neglected and suffered from deferred maintenance.  Owner/responsible party does not know how to maintain the practice.  Level 3 inspection necessary Observed Condition: Bioretention does not conform to original design plan in surface area or storage  Condition 1: Level 2 Inspection reveals that practice is too small based on design dimension, does not have adequate storage (e.g., ponding depth) based on the plan, and/or does not treat the drainage area runoff as indicated on the plan Small areas of deviation can be corrected by the property owner or responsible party, but it is likely that a Qualified Professional will have to revisit the design and attempt a redesign that meets original objectives or that can be resubmitted to the municipality for approval.  More than a 25% departure from the approved plan in surface area, storage, or drainage area; sometimes less than this threshold at the discretion of the Level 2 inspector.  Level 3 inspection necessary Page 3 of 4 Level 2 Inspection: BIORETENTION NOTE: Key Source for this Information (CSN, 2013) Recommended Repairs Triggers for Level 3 Inspection Observed Condition: Severe erosion of filter bed, inlets, or around outlets  Condition 1: Erosion at inlets The lining (e.g., grass, matting, stone, rock) may not be adequate for the actual flow velocities coming through the inlets. First line of defense is to try a more non-erosive lining and/or to extend the lining further down to where inlet slopes meet the Bioretention surface. If problem persists, analysis by a Qualified Professional is warranted.  Condition 2: Erosion of Bioretention filter bed This is often caused by “preferential flow paths” through and along the Bioretention surface. The source of flow should be analyzed and methods employed to dissipate energy and disperse the flow (e.g., check dams, rock splash pads).  Condition 3: Erosion on side slopes Again, the issue is likely linked with unanticipated flow paths down the side slopes (probably overland flow that concentrates as it hits the edge of the slope). For small or isolated areas, try filling, compacting, and re-establishing healthy ground cover vegetation. If the problem is more widespread, further analysis is required to determine how to redirect the flow.  Erosion (rills, gullies) is more than 12 inches deep at inlets or the filter bed or more than 3 inches deep on side slopes.  If the issue is not caused by moving water but some sort of subsurface defect. This may manifest as a sinkhole or linear depression and be associated with problems with the underdrain stone or pipe or underlying soil.  Level 3 inspection necessary Observed Condition: Significant sediment accumulation, indicating an uncontrolled source of sediment  Condition 1: Isolated areas of sediment accumulation, generally less than 3-inches deep Sediment source may be from a one-time or isolated event. Remove accumulated sediment and top 2 to 3 inches of Bioretention soil media; replace with clean material. Check drainage area for any ongoing sources of sediment.  Condition 2: Majority of the surface is caked with “hard pan” (thin layer of clogging material) or accumulated sediment that is 3-inches deep or more This can be caused by an improper construction sequence (drainage area not fully stabilized prior to installation of Bioretention soil media) or another chronic source of sediment in the drainage area. Augering several holes down through the media can indicate how severe the problem is; often the damage is confined to the first several inches of soil media. Removing and replacing this top layer (or to the depth where sediment incursion is seen in auger holes) can be adequate, as long as the problem does not recur.  More than 2 inches of accumulated sediment cover 25% or more of the Bioretention surface area.  “Hard pan” of thin, crusty layer covers majority of Bioretention surface area and seems to be impeding flow of water down through the soil media.  New sources of sediment seem to be accumulating with each significant rainfall event.  Level 3 inspection necessary Page 4 of 4 Notes: Inspector: Date: Complete the following if follow-up/corrective actions were identified during this inspection: Certified Completion of Follow-Up Actions: “I hereby certify that the follow-up/corrective actions identified in the inspection performed on _____________ (DATE) have been completed and any required maintenance deficiencies have been adequately corrected.” Inspector/Operator: Date: Appendix h: Nysdec “deep-ripping and decompaction,” April 2008 DEPARTMENT OF ENVIRONMENTAL CONSERVATION New York State Deep-Ripping and Decompaction New York State Department of Environmental Conservation Division of Water April 2008 Document Prepared by: John E. Lacey, Land Resource Consultant and Environmental Compliance Monitor (Formerly with the Division of Agricultural Protection and Development Services, NYS Dept. of Agriculture & Markets) 1 AlternativeȱStormwaterȱManagementȱ DeepȬRippingȱandȱDecompactionȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ ȱ Description The two-phase practice of 1) “Deep Ripping;” and 2) “Decompaction” (deep subsoiling), of the soil material as a step in the cleanup and restoration/landscaping of a construction site, helps mitigate the physically induced impacts of soil compression; i.e.: soil compaction or the substantial increase in the bulk density of the soil material. Deep Ripping and Decompaction are key factors which help in restoring soil pore space and permeability for water infiltration. Conversely, the physical actions of cut-and-fill work, land grading, the ongoing movement of construction equipment and the transport of building materials throughout a site alter the architecture and structure of the soil, resulting in: the mixing of layers (horizons) of soil materials, compression of those materials and diminished soil porosity which, if left unchecked, severely impairs the soil’s water holding capacity and vertical drainage (rainfall infiltration), from the surface downward. In a humid climate region, compaction damage on a site is virtually guaranteed over the duration of a project. Soil in very moist to wet condition when compacted, will have severely reduced permeability. Figure 1 displays the early stage of the deep-ripping phase (Note that all topsoil was stripped prior to construction access, and it remains stockpiled until the next phase – decompaction – is complete). A heavy-duty tractor is pulling a three-shank ripper on the first of several series of incrementally deepening passes through the construction access corridor's densely compressed subsoil material. Figure 2 illustrates the approximate volumetric composition of a loam surface soil when conditions are good for plant growth, with adequate natural pore space for fluctuating moisture conditions. ȱ Fig. 1. A typical deep ripping phase of this practice, during the first in a series of progressively deeper “rips” through severely compressed subsoil. Fig. 2. About 50% of the volume of undisturbed loam surface soil is pore space, when soil is in good condition for plant growth. Brady, 2002. 2 Recommended Application of Practice Theȱobjective of Deep Ripping and Decompaction is to effectively fracture (vertically and laterallly) through the thickness of the physically compressed subsoil material (see Figure 3), restoring soil porosity and permeability and aiding infiltration to help reduce runoff. Together with topsoil stripping, the “two-phase” practice of Deep Ripping and Decompaction first became established as a “best management practice” through ongoing success on commercial farmlands affected by heavy utility construction right-of-way projects (transmission pipelines and large power lines). Soil permeability, soil drainage and cropland productivity were restored. For broader construction application, the two-phase practice of Deep Ripping and Decompaction is best adapted to areas impacted with significant soil compaction, on contiguous open portions of large construction sites and inside long, open construction corridors used as temporary access over the duration of construction. Each mitigation area should have minimal above-and-below-ground obstructions for the easy avoidance and maneuvering of a large tractor and ripping/decompacting implements. Conversely, the complete two-phase practice is not recommended in congested or obstructed areas due to the limitations on tractor and implement movement. Benefits Aggressive “deep ripping” through the compressed thickness of exposed subsoil before the replacement/respreading of the topsoil layer, followed by “decompaction,” i.e.: “sub-soiling,” through the restored topsoil layer down into the subsoil, offers the following benefits: x Increases the project (larger size) area’s direct surface infiltration of rainfall by providing the open site’s mitigated soil condition and lowers the demand on concentrated runoff control structures x Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures x Decreases runoff volume generated and provides hydrologic source control x May be planned for application in feasible open locations either alone or in Fig. 3. Construction site with significant compaction of the deep basal till subsoil extends 24 inches below this exposed cut- and-fill work surface. 3 conjunction with plans for structural practices (e.g., subsurface drain line or infiltration basin) serving the same or contiguous areas x Promotes successful long-term revegetation by restoring soil permeability, drainage and water holding capacity for healthy (rather than restricted) root-system development of trees, shrubs and deep rooted ground cover, minimizing plant drowning during wet periods and burnout during dry periods. Feasibility/Limitations The effectiveness of Deep Ripping and Decompaction is governed mostly by site factors such as: the original (undisturbed) soil’s hydrologic characteristics; the general slope; local weather/timing (soil moisture) for implementation; the space-related freedom of equipment/implement maneuverability (noted above in Recommended Application of Practice), and by the proper selection and operation of tractor and implements (explained below in Design Guidance). The more notable site-related factors include: Soil In the undisturbed condition, each identified soil type comprising a site is grouped into one of four categories of soil hydrology, Hydrologic Soil Group A, B, C or D, determined primarily by a range of characteristics including soil texture, drainage capability when thoroughly wet, and depth to water table. The natural rates of infiltration and transmission of soil-water through the undisturbed soil layers for Group A is “high” with a low runoff potential while soils in Group B are moderate in infiltration and the transmission of soil-water with a moderate runoff potential, depending somewhat on slope. Soils in Group C have slow rates of infiltration and transmission of soil-water and a moderately high runoff potential influenced by soil texture and slope; while soils in Group D have exceptionally slow rates of infiltration and transmission of soil- water, and high runoff potential. In Figure 4, the profile displays the undisturbed horizons of a soil in Hydrologic Soil Group C and the naturally slow rate of infiltration through the subsoil. The slow rate of infiltration begins immediately below the topsoil horizon (30 cm), due to the limited amount of macro pores, e.g.: natural subsoil fractures, worm holes and root channels. Infiltration after the construction-induced mixing and compression of such subsoil material is virtually absent; but can be restored back to this natural level with the two-phase practice of deep ripping and decompaction, followed by the permanent establishment of an appropriate, deep taproot Fig. 4. Profile (in centimeters) displaying the infiltration test result of the natural undisturbed horizons of a soil in Hydrologic Soil Group C. 4 lawn/ground cover to help maintain the restored subsoil structure. Infiltration after construction- induced mixing and compression of such subsoil material can be notably rehabilitated with the Deep Ripping and Decompaction practice, which prepares the site for the appropriate long-term lawn/ground cover mix including deep taproot plants such as clover, fescue or trefoil, etc. needed for all rehabilitated soils. Generally, soils in Hydrologic Soil Groups A and B, which respectively may include deep, well- drained, sandy-gravelly materials or deep, moderately well-drained basal till materials, are among the easier ones to restore permeability and infiltration, by deep ripping and decompaction. Among the many different soils in Hydrologic Soil Group C are those unique glacial tills having a natural fragipan zone, beginning about 12 to 18 inches (30 – 45cm), below surface. Although soils in Hydrologic Soil Group C do require a somewhat more carefully applied level of the Deep Ripping and Decompaction practice, it can greatly benefit such affected areas by reducing the runoff and fostering infiltration to a level equal to that of pre-disturbance. Soils in Hydrologic Soil Group D typically have a permanent high water table close to the surface, influenced by a clay or other highly impervious layer of material. In many locations with clay subsoil material, the bulk density is so naturally high that heavy trafficking has little or no added impact on infiltration; and structural runoff control practices rather than Deep Ripping and Decompaction should be considered. The information about Hydrologic Soil Groups is merely a general guideline. Site-specific data such as limited depths of cut-and-fill grading with minimal removal or translocation of the inherent subsoil materials (as analyzed in the county soil survey) or, conversely, the excavation and translocation of deeper, unconsolidated substratum or consolidated bedrock materials (unlike the analyzed subsoil horizons’ materials referred to in the county soil survey) should always be taken into account. Sites made up with significant quantities of large rocks, or having a very shallow depth to bedrock, are not conducive to deep ripping and decompation (subsoiling); and other measures may be more practical. Slope The two-phase application of 1) deep ripping and 2) decompaction (deep subsoiling), is most practical on flat, gentle and moderate slopes. In some situations, such as but not limited to temporary construction access corridors, inclusion areas that are moderately steep along a project’s otherwise gentle or moderate slope may also be deep ripped and decompacted. For limited instances of moderate steepness on other projects, however, the post-construction land use and the relative alignment of the potential ripping and decompaction work in relation to the lay of the slope should be reviewed for safety and practicality. In broad construction areas predominated by moderately steep or steep slopes, the practice is generally not used. Local Weather/Timing/Soil Moisture Effective fracturing of compressed subsoil material from the exposed work surface, laterally and vertically down through the affected zone is achieved only when the soil material is moderately dry to moderately moist. Neither one of the two-phases, deep ripping nor decompaction (deep 5 Fig. 5. Augered from a depth of 19 inches below the surface of the replaced topsoil, this subsoil sample was hand rolled to a 1/8-inch diameter. The test shows the soil at this site stretches out too far without crumbling; it indicates the material is in a plastic state of consistence, too wet for final decom action dee subsoilin at this time. subsoiling), can be effectively conducted when the soil material (subsoil or replaced topsoil) is in either a “plastic” or “liquid” state of soil consistency. Pulling the respective implements legs through the soil when it is overly moist only results in the “slicing and smearing” of the material or added “squeezing and compression” instead of the necessary fracturing. Ample drying time is needed for a “rippable” soil condition not merely in the material close to the surface, but throughout the material located down to the bottom of the physically compressed zone of the subsoil. The “poor man’s Atterberg field test” for soil plasticity is a simple “hand-roll” method used for quick, on-site determination of whether or not the moisture level of the affected soil material is low enough for: effective deep ripping of subsoil; respreading of topsoil in a friable state; and final decompaction (deep subsoiling). Using a sample of soil material obtained from the planned bottom depth of ripping, e.g.: 20 - 24 inches below exposed subsoil surface, the sample is hand rolled between the palms down to a 1/8-inch diameter thread. (Use the same test for stored topsoil material before respreading on the site.) If the respective soil sample crumbles apart in segments no greater than 3/8 of an inch long, by the time it is rolled down to 1/8 inch diameter, it is low enough in moisture for deep ripping (or topsoil replacement), and decompaction. Conversely, as shown in Figure 5, if the rolled sample stretches out in increments greater than 3/8 of an inch long before crumbling, it is in a “plastic” state of soil consistency and is too wet for subsoil ripping (as well as topsoil replacement) and final decompaction. Design Guidance Beyond the above-noted site factors, a vital requirement for the effective Deep Ripping and Decompaction (deep subsoiling), is implementing the practice in its distinct, two-phase process: 1) Deep rip the affected thickness of exposed subsoil material (see Figure 10 and 11), aggressively fracturing it before the protected topsoil is reapplied on the site (see Figure 12); and 2) Decompact (deep subsoil), simultaneously through the restored topsoil layer and the upper half of the affected subsoil (Figure 13). The second phase, “decompaction,” mitigates the partial recompaction which occurs during the heavy process of topsoil spreading/grading. Prior to deep ripping and decompacting the site, all construction activity, including construction equipment and material storage, site cleanup and trafficking (Figure 14), should be finished; and the site closed off to further disturbance. Likewise, once the practice is underway and the area’s soil permeability and 6 Fig. 6. A light duty chisel implement, not adequate for either the deep ripping or decompaction (deep subsoiling) phase. rainfall infiltration are being restored, a policy limiting all further traffic to permanent travel lanes is maintained. The other critical elements, outlined below, are: using the proper implements (deep, heavy-duty rippers and subsoilers), and ample pulling-power equipment (tractors); and conducting the practice at the appropriate speed, depth and pattern(s) of movement. Note that an appropriate plan for the separate practice of establishing a healthy perennial ground cover, with deep rooting to help maintain the restored soil structure, should be developed in advance. This may require the assistance of an agronomist or landscape horticulturist. Implements Avoid the use of all undersize implements. The small-to-medium, light-duty tool will, at best, only “scarify” the uppermost surface portion of the mass of compacted subsoil material. The term “chisel plow” is commonly but incorrectly applied to a broad range of implements. While a few may be adapted for the moderate subsoiling of non-impacted soils, the majority are less durable and used for only lighter land-fitting (see Figure 6). Use a “heavy duty” agricultural-grade, deep ripper (see Figures 7,9,10 and 11) for the first phase: the lateral and vertical fracturing of the mass of exposed and compressed subsoil, down and through, to the bottom of impact, prior to the replacement of the topsoil layer. (Any oversize rocks which are uplifted to the subsoil surface during the deep ripping phase are picked and removed.) Like the heavy-duty class of implement for the first phase, the decompaction (deep subsoiling) of Phase 2 is conducted with the heavy-duty version of the deep subsoiler. More preferable is the angled-leg variety of deep subsoiler (shown in Figures 8 and 13). It minimizes the inversion of the subsoil and topsoil layers while laterally and vertically fracturing the upper half of the previously ripped subsoil layer and all of the topsoil layer by delivering a momentary, wave-like “lifting and shattering” action up through the soil layers as it is pulled. Fig. 7. One of several variations of an agricultural ripper. This unit has long, rugged shanks mounted on a steel V-frame for deep, a ressive fracturin throu h Phase 1. 7 Fig. 8. A deep, angled-leg subsoiler, ideal for Phase 2 decompaction of after the topsoil layer is graded on top of the ripped subsoil. Pulling-Power of Equipment Use the following rule of thumb for tractor horsepower (hp) whenever deep ripping and decompacting a significantly impacted site: For both types of implement, have at least 40 hp of tractor pull available for each mounted shank/ leg. Using the examples of a 3-shank and a 5-shank implement, the respective tractors should have 120 and 200 hp available for fracturing down to the final depth of 20-to-24 inches per phase. Final depth for the deep ripping in Phase 1 is achieved incrementally by a progressive series of passes (see Depth and Patterns of Movement, below); while for Phase 2, the full operating depth of the deep subsoiler is applied from the beginning. The operating speed for pulling both types of implement should not exceed 2 to 3 mph. At this slow and managed rate of operating speed, maximum functional performance is sustained by the tractor and the implement performing the soil fracturing. Referring to Figure 8, the implement is the 6-leg version of the deep angled-leg subsoiler. Its two outside legs are “chained up” so that only four legs will be engaged (at the maximum depth), requiring no less than 160 hp, (rather than 240 hp) of pull. The 4-wheel drive, articulated-frame tractor in Figure 8 is 174 hp. It will be decompacting this unobstructed, former construction access area simultaneously through 11 inches of replaced topsoil and the upper 12 inches of the previously deep-ripped subsoil. In constricted areas of Phase 1) Deep Ripping, a medium-size tractor with adequate hp, such as the one in Figure 9 pulling a 3-shank deep ripper, may be more maneuverable. Some industrial-grade variations of ripping implements are attached to power graders and bulldozers. Although highly durable, they are generally not recommended. Typically, the shanks or “teeth” of these rippers are too short and stout; and they are mounted too far apart to achieve the well-distributed type of lateral and vertical fracturing of the soil materials necessary to restore soil permeability and infiltration. In addition, the power graders and bulldozers, as pullers, are far less maneuverable for turns and patterns than the tractor. Fig. 9. This medium tractor is pulling a 3-shank deep ripper. The severely compacted construction access corridor is narrow, and the 120 hp tractor is more maneuverable for Phase 1 deep ripping (subsoil fracturing), here. 8 Depth and Patterns of Movement As previously noted both Phase 1 Deep Ripping through significantly compressed, exposed subsoil and Phase 2 Decompaction (deep subsoiling) through the replaced topsoil and upper subsoil need to be performed at maximum capable depth of each implement. With an implement’s guide wheels attached, some have a “normal” maximum operating depth of 18 inches, while others may go deeper. In many situations, however, the tractor/implement operator must first remove the guide wheels and other non essential elements from the implement. This adapts the ripper or the deep subsoiler for skillful pulling with its frame only a few inches above surface, while the shanks or legs, fracture the soil material 20-to-24 inches deep. There may be construction sites where the depth of the exposed subsoil’s compression is moderate, e.g.: 12 inches, rather than deep. This can be verified by using a ¾ inch cone penetrometer and a shovel to test the subsoil for its level of compaction, incrementally, every three inches of increasing depth. Once the full thickness of the subsoil’s compacted zone is finally “pieced” and there is a significant drop in the psi measurements of the soil penetrometer, the depth/thickness of compaction is determined. This is repeated at several representative locations of the construction site. If the thickness of the site’s subsoil compaction is verified as, for example, ten inches, then the Phase 1 Deep Ripping can be correspondingly reduced to the implement’s minimum operable depth of 12 inches. However, the Phase 2 simultaneous Decompation (subsoiling) of an 11 inch thick layer of replaced topsoil and the upper subsoil should run at the subsoiling implements full operating depth. Typically, three separate series (patterns) are used for both the Phase 1 Deep Ripping and the Phase 2 Decompaction on significantly compacted sites. For Phase 1, each series begins with a moderate depth of rip and, by repeat-pass, continues until full depth is reached. Phase 2 applies the full depth of Decompation (subsoiling), from the beginning. Every separate series (pattern) consists of parallel, forward-and-return runs, with each progressive Fig. 11. A repeat run of the 3-shank ripper along the same patterned pass area as Fig. 9; here, incrementally reaching 18 of the needed Fig. 10. An early pass with a 3-shank deep ripper penetrating only 8 inches into this worksite’s severely compressed subsoil. 9 pass of the implement’s legs or shanks evenly staggered between those from the previous pass. This compensates for the shank or leg-spacing on the implement, e.g., with 24-to-30 inches between each shank or leg. The staggered return pass ensures lateral and vertical fracturing actuated every 12 to 15 inches across the densely compressed soil mass. Large, Unobstructed Areas For larger easy areas, use the standard patterns of movement: Ɣ The first series (pattern) of passes is applied lengthwise, parallel with the longest spread of the site; gradually progressing across the site’s width, with each successive pass. Ɣ The second series runs obliquely, crossing the first series at an angle of about 45 degrees. Ɣ The third series runs at right angle (or 90 degrees), to the first series to complete the fracturing and shattering on severely compacted sites, and avoid leaving large unbroken blocks of compressed soil material. (In certain instances, the third series may be optional, depending on how thoroughly the first two series loosen the material and eliminate large chunks/blocks of material as verified by tests with a ¾- inch cone penetrometer.) Corridors In long corridors of limited width and less maneuverability than larger sites, e.g.: along compacted areas used as temporary construction access, a modified series of pattern passes are used. Ɣ First, apply the same initial lengthwise, parallel series of passes described above. Fig. 12. Moderately dry topsoil is being replaced on the affected site now that Phase 1 deep ripping of the compressed subsoil is complete. Fig. 13. The same deep, angled-leg subsoiler shown in Fig. 7 is engaged at maximum depth for Phase 2, decompaction (deep soiling), of the replaced topsoil and the upper subsoil materials. 10 Fig. 15. The same site as Fig. 14 after deep ripping of the exposed subsoil, topsoil replacement, decompaction through the topsoil and upper subsoil and final surface tillage and revegetation to maintain soil permeability and infiltration. Ɣ A second series of passes makes a broad “S” shaped pattern of rips, continually and gradually alternating the “S” curves between opposite edges inside the compacted corridor. Ɣ The third and final series again uses the broad, alternating S pattern, but it is “flip-flopped” to continually cross the previous S pattern along the corridor’s centerline. This final series of the S pattern curves back along the edge areas skipped by the second series. Maintenance and Cost Once the two-phase practice of Deep Ripping and Decompation is completed, two items are essential for maintaining a site’s soil porosity and permeability for infiltration. They are: planting and maintaining the appropriate ground cover with deep roots to maintain the soil structure (see Figure 15); and keeping the site free of traffic or other weight loads. Note that site-specific choice of an appropriate vegetative ground-cover seed mix, including the proper seeding ratio of one or more perennial species with a deep taproot system and the proper amount of lime and soil nutrients (fertilizer mix) adapted to the soil-needs, are basic to the final practice of landscaping, i.e: surface tillage, seeding/planting/fertilizing and culti-packing or mulching is applied. The "maintenance" of an effectively deep-ripped and decompacted area is generally limited to the successful perennial (long-term) landscape ground cover; as long as no weight-bearing force of soil compaction is applied. Fig. 14. The severely compacted soil of a temporary construction yard used daily by heavy equipment for four months; shown before deep ripping, topsoil replacement, and decompaction. 11 The Deep Ripping and Decompaction practice is, by necessity, more extensive than periodic subsoiling of farmland.The cost of deep ripping and decompacting (deep subsoiling), will vary according to the depth and severity of soil-material compression and the relative amount of tractor and implement time that is required. In some instances, depending on open maneuverability, two-to-three acres of compacted project area may be deep-ripped in one day. In other situations of more severe compaction and - or less maneuverability, as little as one acre may be fully ripped in a day. Generally, if the Phase 1) Deep Ripping is fully effective, the Phase 2) Decompaction should be completed in 2/3 to 3/4 of the time required for Phase 1. Using the example of two acres of Phase 1) Deep Ripping in one day, at $1800 per day, the net cost is $900 per acre. If the Phase 2) Decompacting or deep subsoiling takes 3/4 the time as Phase 1, it costs $675 per acre for a combined total of $1575 per acre to complete the practice (these figures do not include the cost of the separate practice of topsoil stripping and replacement). Due to the many variables, it must be recognized that cost will be determined by the specific conditions or constraints of the site and the availability of proper equipment. 12 Resources Publications:ȱ ȣȱAmericanȱȱSocietyȱofȱȱAgriculturalȱEngineers.ȱ1971.ȱȱCompactionȱofȱȱAgriculturalȱȱSoils.ȱȱASAE.ȱ ȱ ȣȱBrady,ȱN.C.,ȱandȱR.R.ȱWeil.ȱ2002.ȱȱTheȱȱNatureȱȱandȱȱPropertiesȱȱofȱȱSoils.ȱ13thȱed.ȱPearsonȱEducation,ȱInc.ȱ ȱ ȣȱBaver,ȱL.D.ȱ1948.ȱSoilȱPhysics.ȱJohnȱWileyȱ&ȱSons.ȱ ȱ ȣȱCarpachi,ȱN.ȱ1987ȱ(1995ȱfifthȱprinting).ȱExcavationȱandȱGradingȱHandbook,ȱRevised.ȱȱ2ndȱed.ȱCraftsmanȱBookȱ Companyȱ ȣȱEllis,ȱB.ȱ(Editor).ȱ1997.ȱȱSafeȱ&ȱEasyȱLawnȱCare:ȱȱTheȱCompleteȱGuideȱtoȱOrganicȱLowȱMaintenanceȱLawn.ȱȱ HoughtonȱMifflin.ȱ ȱ ȣȱHarpstead,ȱM.I.,ȱT.J.ȱSauer,ȱandȱW.F.ȱBennett.ȱ2001.ȱȱSoilȱScienceȱSimplified.ȱ4thȱed.ȱIowaȱStateȱUniversityȱȱ Press.ȱ ȱ ȣȱȱMagdoff,ȱF.,ȱȱandȱȱH.ȱvanȱEs.ȱȱ2000.ȱȱBuildingȱSoilsȱȱforȱȱBetterȱCrops.ȱ2ndȱed.ȱSustainableȱAgriculturalȱ Networksȱ ȱ ȣȱȱMcCarthy,ȱD.F.ȱ1993.ȱEssentialsȱofȱSoilȱMechanicsȱandȱFoundations,ȱBasicȱGeotechnicsȱ4thȱed.ȱRegents/Prenticeȱ Hall.ȱ ȱ ȣȱȱȱȱȱȱPlaster,ȱE.J.ȱ1992.ȱSoilȱScienceȱ&ȱManagement.ȱ3rdȱed.ȱDelmarȱPublishers.ȱ ȱ ȣȱ ȱ ȱUnionȱGasȱLimited,ȱOntario,ȱCanada.ȱ1984.ȱRehabilitationȱ ofȱAgriculturalȱLands,ȱDawnȬKerwoodȱ ȱLoopȱȱ Pipeline;ȱȱȱTechnicalȱȱȱReport.ȱȱȱEcologicalȱȱȱServicesȱȱforȱȱPlanning,ȱȱLtd.;ȱRobinson,ȱMerrittȱ&ȱDevries,ȱ Ltd.ȱandȱSmith,ȱHoffmanȱAssociates,ȱLtd.ȱ ȱ ȣȱȱȱUSȱDepartmentȱofȱAgricultureȱinȱcooperationȱwithȱCornellȱUniversityȱAgriculturalȱExperimentȱȱStation.ȱȱ Variousȱyears.ȱȱSoilȱȱSurveyȱofȱȱ(variousȱnames)ȱȱCounty,ȱȱNewȱYork.ȱUSDA.ȱ ȱ InternetȱAccess:ȱ ȣȱȱȱȱExamplesȱofȱimplements:ȱȱ ȱVȬRippers.ȱȱAccessȱbyȱȱinternetȱsearchȱofȱJohnȱDeereȱAgȱȬNewȱEquipmentȱȱȱforȱȱ915ȱȱ(largerȬframeȱmodel)ȱȱVȬ Rippe;ȱȱand,ȱȱȱforȱ913ȱȱ(smallerȬframeȱmodel)ȱVȬRipper.ȱȱDeep,ȱangledȬlegȱsubsoiler.ȱȱAccessȱȱbyȱȱinternetȱ searchȱȱof:ȱBighamȱȱBrothersȱShearȱBoltȱȱParatillȬSubsoiler.ȱ http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat LastȱvisitedȱMarchȱ08.ȱ ȱ ȣȱ Soilsȱ dataȱ ofȱ USDAȱ Naturalȱ Resourcesȱ Conservationȱ Service.ȱ NRCSȱ Webȱ Soilȱ Survey.ȱȱȱȱȱȱȱȱȱȱȱȱȱȱ http://websoilsurvey.nrcs.usda.gov/app/ȱȱȱandȱȱUSDAȬNRCSȱȱOfficialȱȱSoilȱȱSeriesȱDescriptions;ȱViewȱbyȱ Name.ȱhttp://ortho.ftw.nrcs.usda.gov/cgiȬbin/osd/osdname.cgiȱ.ȱLastȱvisitedȱJan.ȱ08.ȱ ȱ ȣȱȱSoilȱȱpenetrometerȱȱinformation.ȱȱAccessȱȱbyȱȱȱinternetȱȱsearchesȱȱof:ȱȱȱDiagnosingȱSoilȱCompactionȱȱȱusingȱȱaȱ Penetrometerȱ(soilȱcompactionȱtester),ȱPSUȱExtension;ȱȱasȱȱwellȱȱasȱDickeyȬjohnȱSoilȱCompactionȱTester.ȱ http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdfLastȱ visitedȱSept.ȱ07ȱ Appendix i: Labella certifying professionals letter Appendix j: Nysdec spdes general permit gp-0-25-001 Appendix k: Nysdec solar guidance NYSDEC Memorandum - Solar Panel Construction Stormwater Permitting/SWPPP Guidance MDE – Stormwater Design Guidance – Solar Panel Installations M E M O R A N D U M TO: Regional Water Engineers FROM: Robert Wither, Chief, South Permit Section SUBJECT: Solar Panel Construction Stormwater Permitting/SWPPP Guidance DATE: January 17, 2020 Issue The Department is seeing an increase in the number of solar panel construction projects across New York State. This has resulted in an increase in the number of questions on Construction General Permit (CGP) and Stormwater Pollution Prevention Plan (SWPPP) requirements from design professionals because the current CGP (GP- 0-15-002) does not include a specific reference to the SWPPP requirements for solar panel projects in Tables 1 and 2 of Appendix B. To address this issue, the Division of Water (DOW) has developed the following guidance on CGP/SWPPP requirements for the different types of solar panel projects. Scenario 1 The DOW considers solar panel projects designed and constructed in accordance with the following criteria to be a “Land clearing and grading for the purposes of creating vegetated open space (i.e. recreational parks, lawns, meadows, fields)” type project as listed in Table 1, Appendix B of the CGP. Therefore, the SWPPP for this type of project will typically just need to address erosion and sediment controls. 1. Solar panels are constructed on post or rack systems and elevated off the ground surface, 2. The panels are spaced apart so that rain water can flow off the down gradient side of the panel and continue as sheet flow across the ground surface*, 3. For solar panels constructed on slopes, the individual rows of solar panels are generally installed along the contour so rain water sheet flows down slope*, 4. The ground surface below the panels consist of a well-established vegetative cover (see “Final Stabilization” definition in Appendix A of the CGP), 5. The project does not include the construction of any traditional impervious areas (i.e. buildings, substation pads, gravel access roads or parking areas, etc.), 6. Construction of the solar panels will not alter the hydrology from pre-to post development conditions (see Appendix A of the CGP, for definition of “Alter the hydrology…”). Note: The design professional shall perform the necessary site assessment/hydrology analysis to make this determination. *Refer to Maryland’s “Stormwater Design Guidance- Solar Panel Installations” attached for guidance on panel installation. **See notes below for additional criteria. Scenario 2 If the design and construction of the solar panels meets all the criteria above, except for item 6, the project will fall under the “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” project type as listed in Table 2, Appendix B of the CGP. Therefore, the SWPPP for this type of project must address post-construction stormwater practices designed in accordance with the sizing criteria in Chapter 4 of the NYS Stormwater Management Design Manual, dated January 2015 (Note: Chapter 10 for projects in NYC EOH Watershed). The Water Quality Volume (WQv)/Runoff Reduction Volume (RRv) sizing criteria can be addressed by designing and constructing the solar panels in accordance with the criteria in items 1 – 4 above, however, the quantity control sizing criteria (Cpv, Qp and Qf) from Chapter 4 (or 10) of the Design Manual must still be addressed, unless one of the waiver criteria from Chapter 4 can be applied. **See notes below for additional criteria. ** Notes - Item 1: For solar panel projects where the panels are mounted directly to the ground (i.e. no space below panel to allow for infiltration of runoff), the SWPPP must address post-construction stormwater management controls designed in accordance with the sizing criteria in Chapter 4 of the NYS Stormwater Management Design Manual, dated January 2015 (Note: Chapter 10 for projects in NYC EOH Watershed). - Item 5: For solar panel projects that include the construction of traditional impervious areas (i.e. buildings, substation pads, gravel access roads or parking areas, etc.), the SWPPP must address post-construction stormwater management controls for those areas of the project. This applies to both Scenario 1 and 2 above. cc: Carol Lamb-Lafay, BWP Dave Gasper, BWP Page 1 Maryland Department of the Environment Stormwater Design Guidance – Solar Panel Installations Revisions to Maryland’s stormwater management regulations in 2010 require that environmental site design (ESD) be used to the maximum extent practicable (MEP) to mimic natural hydrology, reduce runoff to reflect forested wooded conditions, and minimize the impact of land development on water resources. This applies to any residential, commercial, industrial, or institutional development where more than 5,000 square feet of land area is disturbed. Consequently, stormwater management must be addressed even when permeable features like solar panel installations exceed 5,000 square feet of land disturbance. Depending on local soil conditions and proposed imperviousness, the amount of rainfall that stormwater requirements are based on varies from 1.0 to 2.6 inches. However, addressing stormwater management does not mean that structural or micro-scale practices must be constructed to capture and treat large volumes of runoff. Using nonstructural techniques like disconnecting impervious cover reduces runoff by promoting overland filtering and infiltration. Commonly used with smaller or narrower impervious areas like driveways or open roads, the Disconnection of Non-Rooftop Runoff technique (see pp. 5.61 to 5.65 of the 2000 Maryland Stormwater Design Manual1) is a low cost alternative for treating runoff in situations like rows of solar panels. When non-rooftop disconnection is used to treat runoff, the following factors should be considered: • The vegetated area receiving runoff must be equal to or greater in length than the disconnected surface (e.g., width of the row of solar panels) • Runoff must sheet flow onto and across vegetated areas to maintain the disconnection • Disconnections should be located on gradual slopes (≤ 5%) to maintain sheetflow. Level spreaders, terraces, or berms may be used to maintain sheetflow conditions if the average slope is steeper than 5%. However, installations on slopes greater than 10% will require an engineered plan that ensures adequate treatment and the safe and non-erosive conveyance of runoff to the property line or downstream stormwater management practice. • Disconnecting impervious surfaces works best in undisturbed soils. To minimize disturbance and compaction, construction vehicles and equipment should avoid areas used for disconnection during installation of the solar panels. • Groundcover vegetation must be maintained in good condition in those areas receiving disconnected runoff. Typically this maintenance is no different than other lawn or landscaped areas. However, areas receiving runoff should be protected (e.g., planting shrubs or trees along the perimeter) from future compaction. Depending on the layout and number of panels installed, the disconnection of non-rooftop runoff technique may address some or all of the stormwater management requirements for an individual project. Where the imperviousness is high or there is other infrastructure (e.g., access roads, transformers), additional runoff may need to be treated. In these situations, other ESD techniques or micro-scale practices may be needed to provide stormwater management for these features. Example 1 – Using Non-Rooftop Disconnection Where the Average Slope ≤ 5% Several rows of solar panels will be installed in an existing meadow. The soils within the meadow are hydrologic soil group (HSG) B and the average slope does not exceed 5%. Each row of panels is 10 feet wide and the distance between rows is 20 feet. The rows of solar panels will be installed according to Figure 1 below. In this scenario, the disconnection length is the same as the distance between rows (20 feet) and is greater than the width of each row (10 feet). Therefore, each row of panels is adequately disconnected and the runoff from 1.0 inch of rainfall is treated. Figure 1. Typical Installation - Slope ≤ 5% Example 2 – Using Non-Rooftop Disconnection Where the Average Slope ≥ 5% but ≤ 10% Several rows of solar panels will be installed in an existing meadow. The soils within the meadow are hydrologic soil group (HSG) B and the average slope is greater than 5% but less than 10%. Each row of panels is 10 feet wide and the distance between rows is 20 feet. The rows of solar panels will be installed as shown in Figure 2 below. The disconnection length is the same as the distance between rows (20 feet) and is greater than the width of each row (10 feet). However, in this example, a level spreader (typically 1 to 2-foot wide and 1 foot deep) has been located at the drip edge of each row of panels to dissipate energy and maintain sheetflow. Discussion To meet State and local stormwater management requirements, ESD must be used to the MEP to reduce runoff to reflect forested conditions. While all reasonable options for implementing ESD must be investigated, minimally, the runoff from 1 inch of rainfall must be treated. In each of the examples above, there may be additional opportunities to implement ESD techniques or practices and reduce runoff that should be explored. However, simply disconnecting the runoff from the solar panel arrays captures and treats the runoff from 1.0 inch of rainfall. Where imperviousness is low and soil conditions less optimal (e.g., HSG C or D), this may be sufficient to completely address stormwater management requirements. In more dense applications or in sandy soils, additional stormwater management may be required. Page 2 Conclusion The primary purpose of Maryland’s stormwater management program is to mimic natural hydrologic runoff characteristics and minimize the impact of land development on water resources. Any land development project that exceeds 5,000 square feet of disturbance, including solar panel projects, must address stormwater management. However, for solar panels, stormwater management may be provided in a cost-effective manner by disconnecting each row of panels and directing runoff over the vegetated areas between the individual rows. Resources 1 2000 Maryland Stormwater Design Manual, Volumes I and II, MDE, October 2000 (http://www.mde.state.md.us/programs/Water/StormwaterManagementProgram/MarylandStormwaterDesignMa nual/Pages/Programs/WaterPrograms/SedimentandStormwater/stormwater_design/index.aspx) Figure 2. Typical Installation – Slope ≥ 5% but ≤ 10% Page 3 Bomber Heights Solar LLC 101 Summer St, Flr 2 Boston, MA, 02110 Subject: Proposed Visual Simulation Review Approach for the Bomber Heights Solar Community Solar Project Date: February , 2025 Introduction Bomber Heights Solar LLC (“the Applicant”), in partnership with the underlying landowner Troy Heights, LLC , appreciates the Town of Ithaca’ forthcoming review of the proposed Bomber Heights Solar Community Solar Project. We understand the Town may wish to evaluate visual information to assist in its assessment of the project’s potential aesthetic effects and glare impacts. In anticipation of that interest, this memorandum outlines our recommended approach for preparing photo-realistic visual simulations (“renderings”), and glare studies including thoughtfully selected viewpoints and receptor locations that represent publicly accessible locations and realistic lines of sight in the vicinity of the project. The Applicant proposes to prepare high-resolution visual renderings and glare reports that: - Utilize industry-standard photography and modeling protocols; - Clearly depict existing conditions and simulated “with-project” conditions; - Place the proposed solar array within a verified digital terrain model; - Accurately incorporate proposed screening, setbacks, and vegetation; - Provide context-appropriate narrative explaining methodology and assumptions. Proposed Viewshed Locations To ensure representativeness, the Applicant recommends the following publicly accessible locations for the initial set of visual simulations. These sites have been selected based on travel corridors, local familiarity, relative proximity to the project, and their potential— though generally limited—views toward the proposed solar array. 1. Looking East From Troy Road Down Access Road This location provides a direct but local view corridor eastward toward the project area. This area is also the location of the project’s proposed access and near its interconnection point. 2. Looking East from Troy Road Across Setback Area This location provides a direct but local view corridor eastward toward the project area. This area has large setbacks, but show the most common impacts to residents west of the project area looking downhill. 3. Looking North from Adjacent Substation This viewshed should have limited views behind the NYSEG substation, but provides an estimation as to the worst-case impacts to residents along King Road. 4. Looking West From Coddington Road. This viewshed will demonstrate impacts to residents on Coddington road, and targets the area where the array is closest to adjacent residents. Methodology Overview For clarity and consistency, the Applicant proposes the following methodology for all visual simulations: 1. Camera Positioning: Professional-grade DSLR cameras will be set at an eye-level height of approximately 5 feet above grade. Glare receptor inputs will be placed at a similar level. 2. GPS and Orientation Verification: Each photo point will be geolocated and orientation verified. 3. Seasonal Assumptions: Leaf-on conditions will be used; leaf-off can be added upon request. 4. Model Integration: The solar array and proposed landscaping placed within a 3D environment using LiDAR terrain and layout files. 5. Rendering and Labeling: Each simulation will include “Existing Conditions” and “With Project” panels, with narrative and gridlines. 6. Glare studies will be conducted taking into account both topography and vegetation set to be preserved during array construction. Next Steps and Town Coordination Bomber Heights Solar LLC welcomes input from the Town regarding these proposed viewsheds and receptor points and is prepared to incorporate additional locations if requested. Upon confirmation of the final viewpoints, the Applicant will proceed with formal simulation and glare study production and provide the Town with a complete Visual Assessment Package. The Applicant remains committed to transparency, cooperation, and open communication throughout the review process. Exhibit A – Proposed Visual Simulation and Glare Receptor Locations E E A0+00 A2+00 A4+00 A6+00 A8+00 A10+00 A12+00 A14+00A15+10 . 4 4 B0+0 0 B2+0 0 B4+0 0 B6+0 0 B8+0 0 B10+ 0 0 B11+ 3 2 C0+00C2+00C4+00C6+00C8+00C10+00C11+91 D0 + 0 0 D2 + 0 0 D4 + 0 0 D6 + 0 0 D8 + 0 0 D1 0 + 0 0 D1 2 + 0 0 D1 4 + 0 0 D1 5 + 1 3 LINE OF SIGHT PROFILE PLAN BOMBER HEIGHTS SOLAR FARM DATE: DECEMBER 2025 (11x17) PLAN VIEW SCALE 1" = 250' N 960 980 1000 1020 1040 1060 1080 1100 1120 1140 100 Ft.200 Ft.300 Ft.400 Ft.500 Ft.600 Ft.700 Ft.800 Ft.900 Ft.1000 Ft.1100 Ft.1200 Ft.1300 Ft.1400 Ft.1500 Ft. 960 980 1000 1020 1040 1060 1080 1100 1120 1140 1160 1180 100 Ft.200 Ft.300 Ft.400 Ft.500 Ft.600 Ft.700 Ft.800 Ft.900 Ft.1000 Ft.1100 Ft.1140 Ft. LINE OF SIGHT IS BASED ON THE EYE LEVEL OF A 6 FOOT TALL PERSON PROPOSED 8' HIGH FENCING (TYP.) PROPOSED ROAD PROPOSED POND PROPOSED 8' HIGH FENCING (TYP.) PROPOSED 8' HIGH FENCING (TYP.) LINE OF SIGHT IS BASED ON THE EYE LEVEL OF A 6 FOOT TALL PERSON PROPOSED ROAD LINE OF SIGHT PROFILE PLAN BOMBER HEIGHTS SOLAR FARM DATE: DECEMBER 2025 (11x17) PROFILE VIEW SCALE 1" = 100' LINE OF SIGHT FROM VIEW A LINE OF SIGHT FROM VIEW B 980 1000 1020 1040 1060 1080 1100 1120 1140 1160 100 Ft.200 Ft.300 Ft.400 Ft.500 Ft.600 Ft.700 Ft.800 Ft.900 Ft.1000 Ft.1100 Ft.1180 Ft. 980 1000 1020 1040 1060 1080 1100 1120 1140 1160 100 Ft.200 Ft.300 Ft.400 Ft.500 Ft.600 Ft.700 Ft.800 Ft.900 Ft.1000 Ft.1100 Ft.1200 Ft.1300 Ft.1400 Ft.1500 Ft. PROPOSED 8' HIGH FENCING (TYP.) PROPOSED ROAD LINE OF SIGHT IS BASED ON THE EYE LEVEL OF A 6 FOOT TALL PERSON LINE OF SIGHT IS BASED ON THE EYE LEVEL OF A 6 FOOT TALL PERSON PROPOSED 8' HIGH FENCING (TYP.) PROPOSED 8' HIGH FENCING (TYP.) PROPOSED 8' HIGH FENCING (TYP.) PROPOSED POND LINE OF SIGHT PROFILE PLAN BOMBER HEIGHTS SOLAR FARM DATE: DECEMBER 2025 (11x17) PROFILE VIEW SCALE 1" = 100' LINE OF SIGHT FROM VIEW C LINE OF SIGHT FROM VIEW D Decommissioning Plan – Bomber Heights Solar, LLC January 2025 Bomber Heights, LLC (The Company), has prepared this Decommissioning Plan (Plan) for its proposed solar photovoltaic facility to be constructed on private property located at 117 Troy Road, Ithaca, NY, tax map 49.-1-26.2. The Plan describes the process for decommissioning the Facility in accordance with state and local requirements. Facility Description The Facility will consist of a 5,000-kilowatt (or 5 megawatts, MW) alternating current (AC) capacity solar power-generating array, and a 5MW Energy Storage System secured within an NEC-compliant farm fence surrounding the solar panels and equipment, accessed through a locked gate located inside the property. Each Facility will include the following site features: • PV Modules, inverter(s), and transformer (filled with biodegradable mineral oil) • Combiner boxes and switchgear • Battery storage – Tesla Megapacks • Concrete pad(s) • Screw or driven piles and racking to support the PV modules • DC and AC wiring and conduit • A gravel access drive • Stormwater management features including swales • Landscaping • Exterior 8-foot agricultural fencing • A metal security gate at the entrance to the array area • Overhead utility lines and poles Stakeholders Role Contact Information Bomber Heights, LLC Asset Owner Attn: Bomber Heights 101 Summer St, Flr 2 Boston, MA 02110 Phone: 617.431.1440 Email: Legal@Nexamp.com Town of Ithaca – Codes Office Town Code Enforcement and Site Inspection Town of Ithaca Codes Office 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 Town of Ithaca – Planning Board Site Plan Jurisdiction Town of Ithaca Planning Board Chair 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 Town of Ithaca – Town Board Decommissioning Bond Holder Town Board 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 NYSEG Utility Operator Distributed Generation Office 18 Link Drive Binghamton, NY All listed stakeholders will receive a copy of the decommissioning plan when executed, and will receive revised copies when revisions are made. All subsequent changes to the Decommissioning Plan will need to be approved by the Town Board, and recorded with the County Clerk upon execution. Expected Lifetime Bomber Heights, LLC has a land lease agreement with the owner of the parcel in question for upwards of 40 years, and has permission to operate the system during that time. Panels are warrantied for 25 years, and the Company anticipates the replacement of inverters with equivalent models as necessary. The project is expected to operate for a bare minimum of 25 years, but is expected to operate for the full term of its lease with the landowner. Triggers and Notices Decommissioning plan will be implemented if the following circumstances occur, per guidance in the Town of Ithaca Local Law §270-219.1-C(4)(i)(i) • lack of production for six continuous months (or for 12 of any 18 months); • lack of a current local permit; • failure to maintain any required decommissioning bond or other security; and • a violation of any site plan conditions or permit conditions that continue more than 90 days after the Town provides written notice of such violation, providing the asset owner has commenced cures within 30 days of the written notice. If the asset owner does not commence cures within 30-days of notice, the plan shall be implemented and the bond shall be drawn upon. Every effort will be made to adhere to the decommissioning event criteria outlined above. However, the asset owner will have an opportunity for appeal for extension of the abandonment timeline with adequate proof that the delay can be attributed to supply chain, permitting, or labor issues outside of the owner’s reasonable control. Prior to the decommissioning plan execution, the asset owner will transmit an electronic notice followed by a hard copy letter to the Town Clerk and/or Code Enforcement Office in the event of any decommissioning, sale, transfer, or any event that may result in partial or complete decommissioning of the site. Notices will be delivered to the addresses below; Town of Ithaca Code Enforcement Office Email: codes@town.ithaca.ny.us 215 North Tioga St Ithaca, NY 14850 Decommissioning Plan The Facility will be decommissioned by completing the following major steps: Dismantlement, Demolition, and Disposal or Recycle; and Site Stabilization, as further described below. In addition to the tasks outlined below, Bomber Heights agrees that all Decommissioning obligations will be done in accordance with the the stricter of the Town of Ithaca’s Zoning Law, Local Law 10, 2023, Section 6; Construction Standards, hereto attached at Exhibit A to this agreement, and/or the NYS Department of Agriculture and Markets (NYSDAM) Guidelines, as set forth in the NYSDAM Guidelines for Agricultural Mitigation for Solar Energy Projects (Revised October 18th, 2019), Hereto attached as Exhibit B to this agreement, unless otherwise waived by the Town. Bomber Heights has the sole responsibility to remove the system per the terms of this agreement, and the terms of its lease agreement with the Rancich Family Limited Partnership. Should Bomber Heights be sold or transferred, all Decommissioning responsibilities will transfer to the owning entity. Bomber Heights will provide a surety to the Town to pay for the costs associated with Decommissioning the system, should the asset holder not fulfill its responsibility to Decommission the system as stated by the Town Law. Decommissioning timeline is anticipated to be about six months (180 days) and will be weather dependent, with extensions resulting due to the time of year and overall weather conditions as to not adversely affect the land or provide unsafe working conditions for site employees. Soil Decompaction and stabilization may prolong the decommissioning process due to seasonality of these activities and the need to protect soil from erosion. Dismantlement, Demolition, and Disposal or Recycle A significant portion of the components that comprise each Facility will include recyclable or re-saleable components, including copper, aluminum, galvanized steel, and modules. Due to their re-sale monetary value, these components will be dismantled, disassembled, and recycled rather than being demolished and disposed of. Typically, salvage value is taken into account when estimating net decommissioning costs. Nexamp has proceeded to omit those costs to alleviate concerns about recycling availability and market instability. Following coordination with NYSEG (“Utility”) regarding timing and required procedures for disconnecting each Facility from the utility distribution network, all electrical connections to the system will be disconnected and all connections will be tested locally to confirm that no electric current is running through them before proceeding. All electrical connections to the PV modules will be severed at each module, and the modules will then be removed from their framework by cutting or dismantling the connections to the supports. Modules will be removed and sold to a purchaser or recycler. In the event of a total fracture of any modules, the interior materials are silicon-based and substantially recyclable. Should disposal be necessary, disposal of these materials at a DEC-approved landfill will be permissible. The PV mounting system framework will be dismantled and recycled. The metal piles will be removed and recycled. All other associated structures will be demolished and removed from the site for recycling or disposal. This will include the site fence and gates, which will likely be reclaimed or recycled. Grade slabs will be broken and removed to a depth of four feet below grade, and clean concrete will be crushed and disposed of off-site or recycled (reused either on- or off- site). The portion of the gravel access road created specifically for the project, will be removed as well, or as otherwise required in the ground lease with the landowner. The Town of Ithaca is not a party to, and cannot enforce ground lease decommissioning or removal requirements. Aboveground utility poles owned by Bomber Heights, LLC will be completely removed and disposed of off-site in accordance with utility best practices. Any overhead wires will be removed from each Facility and will terminate at the utility-owned connections inside the property. Underground wires buried less than 4’ deep will be removed per Town of Ithaca regulations(§270-219.1-C(4)(i)(v). The access road will remain in place to the final utility-owned electrical poles and the Utility will be responsible for dismantling those overhead wires and poles under its ownership. Coordination with The Utility, personnel will be conducted to facilitate removal of any poles and overhead wires located on the site. A final site walkthrough will be conducted to remove debris and/or trash generated during the decommissioning process, and will include removal and proper disposal of any debris that may have been wind-blown to areas outside the immediate footprint of each Facility being removed. All solid and/or hazardous waste will be disposed of in accordance with local, state, and federal regulations. Should the Town have reason to suspect the contamination of soils on the property, following confirmation of said contamination by third party contractor, soils will be removed and disposed of in accordance with local, state and federal regulations. Road Removal All access road materials will be removed, and graded areas will be returned to grade using unless otherwise specified by the landowner. Regraded areas will be graded in such a way as to not inhibit the access or traversing of agricultural vehicles. Re-graded area will be seeded and stabilized with native species, or applicable seed mixes that substantially match surrounding areas immediately upon completion. Stormwater Feature Removal All stormwater features will be removed and regraded to establish and restore prior drainage patterns. Where appropriate, vegetation will be removed and all stormwater features will be filled. Regraded areas will be graded in such a way as to not inhibit the access or traversing of agricultural vehicles. Re-graded area will be seeded and stabilized with native species, or applicable seed mixes that substantially match surrounding areas immediately upon completion. Decompaction Any agricultural areas disturbed by construction or decommissioning activities shall be decompacted, restored and seeded in accordance with Section 270-291.1(G)(2)(c )(6)[e] of the Town Code. Screening Removal Removal of screening will be conditional based on Town feedback at the time of Building Permit Review. Without explicit town approval, all vegetative screening features will remain on site following decommissioning. Should removal be mandated, screening will be disposed of offsite in an appropriate manner. Where appropriate and necessary, soil depressions will be filled. Re-graded area will be seeded and stabilized immediately upon completion. Soil Management and Site Stabilization It is anticipated that the removal of the facility will cause disturbance of more than 5 acres, and will thus be subject to a SPDES permit and SWPPP. Erosion control measures will be designed and established with the Town at the time of Building Permit issuance. Per Town regulations, all agricultural areas shall be decompacted to a depth of 18” following removal of materials from the site. Rocks and large aggregate will be removed from site and topsoil replaced. The areas of each Facility that are disturbed during decommissioning will be re-graded to establish a uniform slope and stabilized via hydroseeding with a ground treatment approved by the Building Inspector. Environmental Monitoring Given the Project’s limits of disturbance is anticipated to be less than 50 acres, an environmental monitor is not required according to NYSDAM guidelines. Per the Town of Ithaca’s local law, a monitor would be required if prime soils existed on site, but as this is not the case we do not anticipate a local requirement for this oversight during active decommissioning. Instead, the asset owner will coordinate with the Town to hire a qualified environmental monitor who will consult on the restoration, and post-construction monitoring for no less than two years. Inspections shall take place in spring, summer and fall per Town Regulations. Permitting Requirements Given the size and location of each Facility, several approvals will be obtained prior to initiation of the decommissioning process. Table 1 provides a summary of the expected approvals if the decommissioning were to take place in April 2023. Noting that the decommissioning is expected to occur at a much later date, the permitting requirements listed in the table below will be reviewed at that time and updated based on then current local, state, and federal regulations. Table 1. Current Permitting Requirements for Decommissioning Permit Agency Threshold/Trigger State Pollutant Discharge Elimination System (SPDES) General Permit for Discharges from Construction Activity New York State Department of Environmental Conservation (NYSDEC) Ground disturbance of greater than 1 acre with discharge to wetlands or water bodies. Requires preparation of a Stormwater Pollution Prevention Plan, including erosion and sedimentation controls. Building Permit or Demolition Permit Town Building Department A building permit must be obtained for any construction, alteration, repair, demolition, or change to the use or occupancy of a building. Decommissioning Surety Proposal – Bomber Heights January, 2026 Consistent with the approach it has taken in other communities, Bomber Heights, LLC, offers to provide a decommissioning surety bond, to be posted prior at the commercial operation date, in the amount of $499,875.00, for decommissioning of the solar and BESS systems in the event that the company is unable to meet its contractual obligations for solar project removal and restoration. The decommissioning bond, of which Bomber Heights will serve as the principal and the Town of Ithaca shall serve as the as the obligee, starting at the commercial operation date, shall remain in place for the life of the system and for 18 months following the removal of the system. The Town shall have the right to draw on this bond should the Asset Owner not action and implement the decommissioning plan as stated herein. In developing the decommissioning surety bond, the company utilized recent decommissioning costs estimate from similar Community Solar and storage projects. The estimation leading to this rate is attached to this proposal as Exhibit B. These costs have been affirmed by our engineering partners at LaBella Associates. This bond will be reviewed every three years until which time the company’s decommissioning obligations have been fulfilled. Bomber Heights agrees to submit revised removal cost estimates to the Town and the bond company on three-year intervals. Posted bonds will reflect this estimate for the next three years, until which time the costs of removal are reassessed. The bond’s start date shall be the first month following the commercial operation date of the facility. The bond has no set term, and will remain in place for until 18 months following system removal. Below is a summary of the analysis: Project Size (MWAC) 5 Decommissioning 25% Adder $399,900.00 $99,975.00 Total $499,875.00 [Signatures on the following page] Bomber Heights, LLC agrees that if the surety is not renewed or cancelled it will forfeit its Certificate of Occupancy and right to continue to operate until a replacement surety has been posted. TOWN OF ITHACA, NY Authorized Signature: _________________________ Name: Title: Supervisor BOMBER HEIGHTS, LLC Authorized Signature: _________________________ Name: Title: EXHIBIT A – Town Of Ithaca Zoning Law, Solar Facilities [Attached] EXHIBIT B – Decommissioning Estimate Category Deco Total MODULES $37,500.00 BESS $37,500.00 MODULE MOUNTING $28,000.00 BOS EQUIPMENT $12,500.00 INVERTERS $12,000.00 DAS $2,000.00 ELECTRICAL - MATERIAL Array Wiring $12,500.00 MV overhead conductor & equipment $3,400.00 DC equipment $40,000.00 $25,500.00 LABOR Racking Removal $55,000.00 Module Removal $10,000.00 CIVIL FEATURE REMOVAL Access Roads & Laydown areas $55,000.00 Stormwater management features removal $17,500.00 Trenching & directional boring $10,000.00 Seeding / Hydroseeding $12,500.00 Equipment & Storage Pads $5,000.00 FENCING & GATE $14,000.00 CONSTRUCTION MANAGEMENT Permits $2,000.00 Environmental Monitor $4,500.00 General Conditions $3,500.00 TOTAL $399,900.00 EXHIBIT D – Decommissioning Certification [Attached] Operations and Maintenance Plan Bomber Heights Solar, LLC Jan. 2026 Submitted by: Ryan McCune – Business Development Manager O&M Services Contact: wthompson@nexamp.com 978-653-4448 101 Summer Street, 2nd Floor Boston, MA 02110 2 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Table of Contents TABLE OF CONTENTS ............................................................................................................................ 2 OVERVIEW ........................................................................................................................................... 3 SITE DESCRIPTION AND ACCESS ........................................................................................................... 4 STAKEHOLDERS AND RESPONSIBILITIES ............................................................................................... 5 SERVICES AREA .................................................................................................................................... 6 SERVICES & SCHEDULE ......................................................................................................................... 7 REPORTING PROCEDURES .................................................................................................................. 11 COMPANY CONTACTS ........................................................................................................................ 12 CHANGE LOG ..................................................................................................................................... 13 APPENDIX A: NYSDEC STORMWATER INSPECTION CHECKLIST ............................................................ 14 3 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Overview As an owner-operator of solar systems nationwide, Nexamp has cultivated an in-house operations and maintenance team on par with the best in the industry. Nexamp’s veteran team of power and solar professionals understands what it takes to manage, maintain and deliver ongoing performance and reliability from our solar plants. We provide full spectrum operations and maintenance services for our own, as well as third party systems. Our team actively monitors and provides preventative, corrective, and condition-based maintenance for over Hundreds of MWs at commercial, residential and government owned plants in NY and across the Country. This wide range of managed assets gives our team unprecedented knowledge that helps us keep facilities on-line and delivering clean, renewable energy to our customers consistently, with little downtime. Our integrated O&M team should give the Town of Ithaca the confidence it needs to know that the 5 MW facility we’re seeking to permit will remain operational, and not prove to be a burden on the Town or its residence at any point during the facilities operation. This Operations and Maintenance plan serves as an outline for the maintenance services and schedules that will be employed at Bomber Heights Solar. This plan will be filed with the Town codes office for reference and use during inspections. Nexamp will be held responsible to adherence of this plan, and shall notify the town if changes are made to the plan within 30 days of modification. 4 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Site Description and Access Bomber Heights Solar , LLC (The Company), has prepared this Operations and Maintenance Plan (Plan) for its proposed solar photovoltaic facility to be constructed on private property located at 117 Troy Road, Ithaca, NY, tax map number 49.-1-26.22. The site includes a solar array, mounted using Single-Axis trackers on approximately 31 acres land currently occupied by a mix of forest and prairie. The system is accessed via an access road from Troy road, and is encompassed by a 8ft tall farm fence for security and wildlife management. The system includes centralized string inverters, and energy storage facilities. Nexamp is responsible for the entire leased area of the facility, including all easement areas and storm water control maintenance and improvements. The facility will be actively monitored 7 days a week, 365 days a year. Access to the site will be through keyed entry and knox boxes will be located at the facility entrance for emergency response purposes. Site access for vendors and/or town inspection officials will be coordinated by Nexamp Asset Management Services. Parking during construction will be restricted to the temporary construction laydown area as shown in the Site Plan Designs submitted in January 2026. Parking for the site shall occur on access road spurs during operations. Site plan designs have been included on this plan as an appendix for reference. 5 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Stakeholders and Responsibilities Role Contact Information Bomber Heights Solar, LLC System Owner Attn:Bomber Heights Solar 101 Summer St, Flr 2 Boston, MA 02110 Phone: 617.431.1440 Email: Legal@Nexamp.com Nexamp Asset Management Services System Operations Manager Attn:Bomber Heights Solar Attn: Skip Provost 101 Summer St, Flr 2 Boston, MA 02110 Phone: 978.910.1503 Email: sprovost@nexamp.com Town of Ithaca– Codes Office Town Code Enforcement and Site Inspection Town of Ithaca Codes Office 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 Town of Ithaca– Planning Board Site Plan Jurisdiction Town of Ithaca Codes Office 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 NYSEG Utility Operator Distributed Generation Office 18 Link Drive Binghamton, NY Email: distributedgenerationadmin@avangrid.com 6 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Services Area Bomber Heights Solar is committed to an operations and maintenance schedule that encompasses both the project area, and the immediate area that will be “stranded” due to setback requirements. Regular operations and maintenance practices will take place in the area shown below; 7 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Services & Schedule As one of the largest operators of Solar Farm facilities in New York State, Nexamp manages O&M activities on dozens of facilities across the state. Nexamp has prepared a standard annual service schedule as well as site-specific service items pertaining to the nuances of the Bomber Heights Solar site. ANNUAL SCHEDULED MAINTENANCE Nexamp’s annual service schedules are intended to identify needs to preventative maintenance, and ensure our plants are physically and fiscally productive for 25 years or more. All facilities owned and/or managed by Nexamp are subject to the following annual maintenance schedule. • Visually inspect all feeder terminations for corrosion. • Visually check power terminations/connections including DC combiner boxes, DC and AC disconnects, inverters and PV modules and re-torque as necessary. • Test ground continuity and correct any unsafe or abnormal issues. • Check all fuses in inverters, combiner boxes, and disconnects (AC&DC). • Test and record voltage and amperage of the arrays at the string level and provide data values in summary report. • Inspect combiner boxes, disconnects (AC&DC), and inverters with an infrared camera to detect damage, hotspots, loose connections, etc. • Check mechanical and structural integrity of the system. • Inspect and clean inverter heat sinks and replace inverter air filters where applicable as necessary. • Check and replace unserviceable or missing system labeling as necessary. • Remove accumulated trash and debris. Check arrays for shading, including such shading caused by vegetation. • Check modules for excessive dirt and debris. • Module washing in accordance with manufacturer requirements • Warranty and spare parts management • Third party commissioning and performance testing • Aerial infrared inspections, photography and analysis • Provide documentation to include summary report of findings including actions taken and recommendations for additional maintenance or repairs. REPAIR SERVICES • Respond to alarms, alerts, and service requests pertaining to the Facility within 24 hours of such alarm, alert, or service request, as personnel safety and weather conditions permit. 8 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 o Please note this does not pertain to emergency services, which are to be notified immediately in the case of an emergency. An emergency contact sign and knox box is located at the entrance of the facility. • Provide all warranty, spare parts and other repair or maintenance related activities on a time and materials basis. SITE SPECIFIC ACTIVITIES Site storm water controls maintenance and improvements – Quarterly or As Needed o Feature Management and Maintenance § Features will be inspected during every vegetation management visit, and quarterly by Nexamp Operation Management employees. § Vegetation management of features will occur quarterly, or on an as needed basis. Vegetation in swales shall not exceed 16 inches in height. o Erosion Prevention and Soil Stabilization § The facility will be seeded prior to construction start, and immediately following the conclusion of construction. If during the following growing season, areas of bare earth are identified they will be seeded and stabilized within 30 days of identification or report. § Should areas of erosion occur between panel rows, or in areas of frequent runoff exposure, fissures will be filled, seeded and stabilized within 30 days of identification or report. o Drain and Outlet Management and Maintenance § Drains, outlets and other sections of pipe such as culverts or yard drains will be routinely inspected and cleared of any vegetation or debris that could inhibit functionality. § In areas where drains occur on land with higher than 5% slopes, stone will be routinely applied to drain outlets when areas of bare soil are present. o Inspections and Maintenance § Inspection of the stormwater management system, including installed vegetated features will take place throughout the growing season. § Annual inspections or all permanent Stormwater features shall be conducted prior to October in accordance with Town law, and a report of findings shall be filed with the Town. § Inspectors shall follow documentation and remediation protocols as outlined in NYSDEC Stormwater Management Design Manual inspection sheets included as an exhibit to this agreement. 9 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Access Management and Repair – Quarterly or as needed o Road inspections will occur with every visit by Nexamp Operations personnel, or third-party vendors. o The access road, will be always kept in physical condition conducive to access by large scale emergency vehicles. o Areas of erosion or wear that effect the consistency of the road surface or areas of ingress and egress to Mecklenburg Road that occur will be repaired within 30- days of identification or report. o Full-scale Road resurfacing will be conducted as necessary, as indicated by annual reporting and inspection. o Vegetation management of the road surface will occur quarterly or as needed, manual removal of vegetation or herbicide use will be applied in areas not conducive to grazing or machine removal. o Broken equipment will be removed from the property as soon as mechanically possible in case of replacement. When broken equipment must remain on site, it shall not stay on the property for more than six months, and shall not be stored in such a manner as to produce any risks for contamination of soils and groundwater. Vegetation Management – Quarterly or As Needed Vegetation Management activities will be flexibly scheduled and performed to adjust for growth conditions. Within the fence , for the first three years, visits to the site will occur no less than 2-3 times during the Spring and summer months. After the first three years, landscaping maintenance will increase to no less than 3-4 visits during the spring and summer months depending on vegetation growth. Outside of the fence, mowing and clearing will happen 50-75% less often than within the fence to allow for deep root growth and wildlife proliferation. o Ground-Level Vegetation § Ground level vegetation management will commence following the commercial operation date. § Ground cover will be left for 3-6 months of its first growing season to promote root growth and coverage. During this time, areas of stunted growth will be supplemented with further seeding and stabilization. § Mechanical vegetation management will be conducted onsite; • Inside the fence line for the first full year or until grasses have been sufficiently established • Outside of the fence line throughout the lease area for the life of the system. § Herbicide Use will be considered on the site, on a species-by-species basis, specifically for the targeting and removal of invasive species that may encroach on the property. While, due to the uncertainty as to what 10 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 species are being targeted, Bomber Heights Solar cannot commit to specific chemistries at this time, it does commit to all utilized herbicides being EPA and NYSDEC compliant in their chemistry and application. § Agrivoltaics • Grazing will be entertained following the first full growing season on the property. • Grazing plans will be filed as an amendment to this plan upon commencement. • Grazing will be rotated throughout the site and comply with ASGA grazing best practices. o Screening Management and Replacement § Inspection of screening will occur at every site visit by Nexamp Operations staff or Maintenance vendors. § Maintenance of screening and onsite vegetation will be performed by a company with a licensed arborist on staff. § Vegetative screening will be maintained throughout the life of the project. Standard maintenance includes watering*, treating for disease, fertilization and pruning when necessary. § Pest-resistant species have been utilized, and physical protection of vegetation will be installed when necessary. § Should vegetation show consistent signs of disease, drought or malnourishment following 3 months of identification and maintenance, plantings will be replaced at the earliest viable time, adjusting for soil saturation and seasonality. § Plowing and Snow Removal – Seasonally or As Needed o The access road, through utility disconnect poles, will be always kept in conditions conducive to access by large scale emergency vehicles. o Plowing will occur following snow events of 10 inches or more during the winter season. Unless otherwise requested by the Town of Ithaca Fire Department due to extenuating circumstances or concerns about the accessibility of the site for safety personnel. 11 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Reporting Procedures Should town officials, residents or representatives find Nexamp’s management of the facility unsatisfactory, Nexamp requests standardized notification of the conditions present, and a 30- day window to remedy the conditions to the town’s standards. Nexamp proposes execution of items on an as needed, or as requested basis in addition to its scheduled maintenance procedures. Should this plan change in any material way, including the addition of new activities or the cessation of activities listed, the project company must notify the Town of proposed changes. Notifications shall be delivered digitally and in writing to all the following locations; Nexamp Inc Attn:Bomber Heights Solar 101 Summer St, Flr 2 Boston, MA 02110 Phone: 617.431.1440 Email: Legal@Nexamp.com Nexamp Asset Management Services Attn:Bomber Heights Solar Attn: Skip Provost 101 Summer St, Flr 2 Boston, MA 02110 Phone: 978.910.1503 Email: sprovost@nexamp.com Town of Ithaca– Codes Office Town of Ithaca Codes Office 215 N Tioga St Ithaca, NY 14850 Phone: 1 607 273 1721 All Notifications and Maintenance requests should be accompanied by descriptions of conditions and locations, photo documentation of items of concern, name, title, company, and contact information for the filing party, as well as the date and time of both observation and filing. 12 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Company Contacts Nexamp Inc Attn:Bomber Heights Solar 101 Summer St, Flr 2 Boston, MA 02110 Phone: 617.431.1440 Email: Legal@Nexamp.com Nexamp Asset Management Services Attn:Bomber Heights Solar Attn: Skip Provost 101 Summer St, Flr 2 Boston, MA 02110 Phone: 978.910.1503 Email: sprovost@nexamp.com 13 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 CHANGE LOG 1/21/2026 Initial Filing to Town RMM 14 Bomber Heights Solar, LLC – Draft Operations and Maintenance Plan – Jan 2026 – v1 Appendix A: NYSDEC Stormwater Inspection Checklist