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SWX Woods PB packet -all materials 8-4-26 PB mtg
1 To: Planning Board Members From: Christine Balestra, Senior Planner Date: July 28, 2026 RE: Proposed SouthWorks Woods Project – SEQR Evaluation of SouthWorks (formerly Chain Works District) GEIS Enclosed please find materials related to the proposed The Woods at SouthWorks project. The Town of Ithaca Planning Board reviewed a Sketch Plan for The Woods project on May 5, 2026. The Planning Board is the Lead Agency in the environmental review with respect to The Woods development, which is a mixed-income residential project that comprises a 7.4+/- acre portion of the overall 95+/- acre SouthWorks redevelopment project. The Woods development involves the construction of eight residential buildings with a total of 130 mixed-income apartments, including a community room, lounge, fitness center, offices, maintenance areas, and storage. The Woods project also involves the development of internal roads and infrastructure, a playground, sidewalks and path connections, stormwater facilities, landscaping, outdoor lighting, parking, and other site improvements. A Generic Environmental Impact Statement (GEIS) was prepared for the overall SouthWorks Redevelopment Project site off NYS Route 96B/Danby Road, located in Town of Ithaca Planned Development Zone No. 16. The larger project is located on a parcel that traverses the City and Town of Ithaca’s municipal boundary. It is a proposed mixed-use development consisting of residential, office, commercial, retail, restaurant/café, warehousing/distribution, manufacturing, and open space. The Town of Ithaca, as an Involved Agency in the environmental review, issued a Findings Statement for the GEIS on May 21, 2019, that included threshold conditions for future site-specific projects associated with the overall development. The purpose of the August 4, 2026, Planning Board meeting is for the Board to determine if The Woods site-specific project exceeds the threshold conditions that were outlined in the GEIS Findings Statement, therefore requiring additional or supplemental environmental review. To assist the board, the applicant has submitted detailed plans and studies supporting the application. Town staff has prepared and enclosed a draft GEIS Checklist and Part 3 Attachment for the Board to review and consider at the Planning Board meeting on August 4th. Planning Board members previously received paper copies of the GEIS Findings Statement with all Appendices, along with other background materials. Here is a link to the GEIS Findings Statement with PB instructions on how to navigate the contents: SouthWorks project background materials. 2 Here is a link to the Chain Works District GEIS: https://www.chainworksdistrict.com/approval- process-geis Please feel free to email me at cbalestra@townithacany.gov or call me at (607) 273-1721, ext. 121, if you have any questions. Att. CC: Daniel Bellgraph, Beacon Communities Development LLC James Gensel, Fagan Engineers & Land Surveyors PC Rob Lewis, Shift Chainworks Owner I LLC 1 # Environmental Criteria Response If you respond “Yes” to any question (a) - (c), characterize the extent of the impact None, or small impact may occur Moderate to large impact may occur 1 1) Land Use and Zoning If “Yes,” answer a-c. If “No,” go to section 2. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Land Use and Zoning? ☐ NO ☐ YES ☐ ☐ 2 2) Land The proposed action may involve construction on, or physical alteration of, the land surface of the proposed site If “Yes,” answer a-c. If “No,” go to section 3. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Land? ☐ NO ☐ YES ☐ ☐ South Works Woods-Beacon 130-unit development-Checklist Chain Works District Findings Statement Attachment B Checklist for Future Project Plans Consistency with GEIS Tips for Completing this Checklist: •Review all relevant information from the Findings Statement; refer back to the GEIS if necessary. •Answer each part of the 14 questions on this Checklist •If you answer “Yes” to a numbered question, please complete all questions that follow in that section. •If you answer “No” to a numbered question, move on to the next numbered question. •If you answer “Yes” to any question (a) - (c), characterize the extent of the impact by checking either “None, or small impact may occur,” or “Moderate to large impact may occur.” •If you are unsure or undecided about a response, review the Findings Statement or refer back to the GEIS. •When answering a question, consider all components of the proposed action. •Consider the possibility of long-term and cumulative impacts as well as direct impacts. •Complete Part 3 of the Full EAF for any impact which may have a moderate to large impact or where there is a need to explain why a particular element of Future Project Plans does or does not require additional environmental review. The proposed action is not completely consistent with future land use plans in the GEIS. Please see Part 3 attachment for further evaluation. 2 3 3) Water Resources The proposed action may impact groundwater, surface water, or stormwater. If “Yes,” answer a-c. If “No,” go to section 4. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Water Resources? ☐ NO ☐ YES ☐ ☐ 4 4) Vegetation and Fauna The proposed action may result in a loss of flora or fauna. If “Yes,” answer a-c. If “No,” go to section 5. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Vegetation and Fauna? ☐ NO ☐ YES ☐ ☐ 5 5) Public Health and Environment The proposed action may have an impact on human health from exposure to new or existing sources of contaminants. If “Yes,” answer a-c. If “No,” go to section 6. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Public Health and Environment? ☐ NO ☐ YES ☐ ☐ 6 6) Historic and Archeological Resources The proposed action may occur in or adjacent to a historic or archeological resource. If “Yes,” answer a-c. If “No,” go to section 7. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Historic and Archeological Resources? ☐ NO ☐ YES ☐ ☐ 3 7 7) Traffic and Circulation The proposed action may result in a change to the existing transportation systems. If “Yes,” answer a-c. If “No,” go to section 8. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Traffic and Circulation? ☐ NO ☐ YES ☐ ☐ 8 8) Utilities The proposed action may result in a change to the existing utilities. If “Yes,” answer a-c. If “No,” go to section 9. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Utilities? ☐ NO ☐ YES ☐ ☐ 9 9) Air Quality The proposed action may include a state-regulated air emission source. If “Yes,” answer a-c. If “No,” go to section 10. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Air Quality? ☐ NO ☐ YES ☐ ☐ 10 10) Visual and Aesthetic Resources The proposed action creates a sharp contrast to a scenic or aesthetic resource. If “Yes,” answer a-c. If “No,” go to section 11. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Visual and Aesthetic Resources? ☐ NO ☐ YES ☐ ☐ 4 11 11) Community Services The proposed action may create a demand for additional community services (e.g., schools, police, fire, solid waste management, etc.) If “Yes,” answer a-c. If “No,” go to section 12. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Community Services? ☐ NO ☐ YES ☐ ☐ 12 12) Open Space and Recreation The proposed action may result in a loss of recreational opportunities. If “Yes,” answer a-c. If “No,” go to section 13. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Open Space and Recreation? ☐ NO ☐ YES ☐ ☐ 13 13) Construction Activities The proposed action may result in an increase in noise, odors, or outdoor lighting. If “Yes,” answer a-c. If “No,” go to Part II. B. ☐ NO ☐ YES a) Does the proposed action have any potential impacts that have not been analyzed in the GEIS? ☐ NO ☐ YES ☐ ☐ b) Is the proposed action inconsistent with mitigation measures that were identified in the GEIS? ☐ NO ☐ YES ☐ ☐ c) Does the proposed action exceed any CWD Project thresholds related to Construction Activities? ☐ NO ☐ YES ☐ ☐ 14 14) Other Environmental Factors Are there any other potential environmental impacts (not discussed above) associated with the Future Project Plans which were not analyzed in the GEIS? ☐ NO ☐ YES If “Yes,” characterize the extent of the impact None, or small impact may occur ☐ Moderate to large impact may occur ☐ Doc #01-3224132.5 € FAGAN ENGINEERS &LAND SURVEYORS PC July 7,2026 Christine Balestra,Senior Planner Townof Ithaca Planning Department 215 North Tioga Street Ithaca,NY 14850 RE:SouthWorks Woods —Preliminary Plan Project Narrative and Attachments SWBRProject No.22232.00 FE Project 2011.104-008 Dear Chris, Thank you and Town Staff for meeting with the Project Team to review the Sketch Plan.Based on your comments,attached please find the Preliminary Plan submission for the August 4,2026,Planning Boardmeeting.The following list are the attachments included in this submission: Attachment 1:Project Narrative and List of Attachments(this letter); Attachment 2:Preliminary Site Plan Checklist with Attachment References; Attachment 3:Preliminary Site Plan Drawings (including Subdivision Plat); Attachment 4:Architectural Exterior Elevations &Imagery; Attachment 5:Stormwater Pollution Prevention Plan (SWPPP): Attachment 6:Rendered Site Plan with Amenities; Attachment 7:Lighting Plan and Photometrics; Attachment 8:Lighting Specifications and Cutsheets; Attachment 9:Construction Staging &Phasing Plan; Attachment 10:Visual Impact Analysis; Attachment 11:Traffic Generation Memorandum &Recommendations: Attachment 12:Geotechnical Evaluation; Attachment 13:Excavation Plan; Attachment 14:Cut and Fill Analysis; Attachment 15:Soil Vapor Intrusion (SVI)Mitigation; Attachment 16:Stream Setback Analysis and Variance Request: Attachment 17:Fire Access and Code Compliance; Attachment 18:Energy Code Supplement; Attachment 19:PDZ and GEIS Compliance Matrix;and Attachment 20:Transportation Demand Management (TDM)Plan. Project Description and Purpose The proposed developmentinvolves the new construction of a mixed-income rental community located in both the City of Ithaca and Town of Ithaca.The new community is part of the larger,comprehensive redevelopmentthatwill transform the 95-acre former Morse Chain/Emerson Transmission Plant industrial complex.The larger redevelopment project is a master-planned community that will repurpose the former manufacturing site into a placemaking destination neighborhood with approximately 915 mixed-income residential units,commercial space,and public and outdoor space. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 2 Preliminary Plan Submission July 7,2026 The Shift and Beacon teamsoriginally partnered in mid-2024 to develop the affordable and mixed-income rental housing componentof the larger redevelopmentproject.Atfirst,the project was envisioned as 2- phase community located in the Town of Ithaca with a total of approximately 100 apartments and financed primarily with 9%Low-Income Housing Tax Credits (LIHTC)from New York State Homes & Community Renewal (NYS HCR).Since that time,significant changes were made to the 4%LIHTC program at the Federal level.In response to these changes and because of the demonstrated need for affordable and mixed-income housing opportunities in the Ithaca area,NYS HCR asked the development team to increase the project's size to between 230 and 250 apartments. Shift and Beacon are now proposing the new construction of a 230-unit mixed-income rental community that will include a mix of 1,2,and 3-bedroom apartments.Of the total 230 units,100 will be located in the City of Ithaca and 130 will be located in the Townof Ithaca.The enclosed Preliminary Plan materials are for the 130 apartments in the Townof Ithaca,which the team has named SouthWorks Woods.On a parallel path,the development team is seeking approvals for the remaining 100 apartments located in the City of Ithaca,which the team has named SouthWorks Gateway.The proposed SouthWorks Woods community in the Town of Ithaca will involve the new construction of 8 buildings with a total of 130 mixeda- income apartments.Of the total 130 apartments,there will be 52 1-bedroom units,53 2-bedroom units, and 25 3-bedroom units.In addition to the residential units,the developmentwill provide a range of amenities,including community room,lounge,fitness center,and an exterior playground.Supporting spaceswill include offices,maintenance areas,and storage. In response to the Planned Development Zone (PDZ),there will be a mix of building types and densities on the site.On the uphill end of the site,near Danby Road,the project includes two mansion apartment buildings,each with 9 units (A1 and A2).These are intended to respond to the zoning requirements while integrating well into the smaller-scale residential buildings that already exist along Danby Road.Theywill be clad primarily in fiber cement siding,with accents of metal and wood-look siding.Behind those,part way downthe hill,will be three townhouse style walkup apartment buildings that front a new internal Street (B1,B2,and B3).They are designed to reinforce a pedestrian scale rhythm and create a strong sense of neighborhood.Their cladding employs a mix of materials including fiber cement,metal,and wood-looksiding.On the otherside of the new internal street will be three multifamily apartment buildings of approximately 30 units each (C1,C2,and C3).The material palette for these buildings is primarily metal siding with an overall form and texture that is meant to echo the tree-covered hills that surround Ithaca,complementary of the sweeping vista of the City and Cayuga Lake that welcomesresidents and visitors to the site.All the aforementioned building types are designed to take advantage of the steeply sloping site by stepping the number of stories such that the uphill side has one less story than the downhill side.The mansions and townhouseswill be two stories uphill,and three stories downhill:the multifamily apartments will be three stories uphill and four stories downhill.Parking is woven into the overall design of the site such that it may accommodate its use while avoiding over-reliance on dense vehicle-centric parking lots.This mix of building scale and pedestrian-forward design will integrate nicely with the broader neighborhood context and align with the goals of the greater SouthWorks campus. The SouthWorks Woods community will provide housing opportunities to households with between 50% and 80%of the area median income (AMI)to help create a mixed-income neighborhood within the larger redevelopment project.Maximum incomelevels for the units will range between $42,150 and $77,040 forthe1-bedroom apartments,$48,150 and $96,240 for the 2-bedroom apartments,and $54,150 and $111,680 for the 3-bedroom apartments.Rents for the units will vary depending on the type ofunit (1- bedroom,2-bedroom,or 3-bedroom)and AMIlevel.It is anticipated that rents will range from $1,003 to $1,680 for a 1-bedroom apartment,$1,207 to $2,019 for a 2-bedroom apartment,and $1,414 to $2,352 for a 3-bedroom apartment. Both SouthWorks Woods(TownofIthaca)and SouthWorks Gateway (City of Ithaca)will be financed as a single 230-apartment development.The primary funding source will be NYS HCR/NYS Housing FinanceAgencyandwillincludeanallocationoftax-exempt bonds,4%LIHTC,subsidy loans,and an allocation of New York State Low-Income Housing Tax Credits (SLIHC).It is also important to note that the project has already received $6 million from New York State Empire State Development (NYS ESD)to support infrastructure improvements for both sections of the development.Of the total $6 million,$1 million was113EastChemungPlace|Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 3 Preliminary Plan Submission July 7,2026 awarded to Tompkins County and $5 million was awarded to the Townof Ithaca,demonstrating strong support for the development team’s efforts to increase the supply of affordable and mixed-income housing opportunities in the area. GEIS Adopted Phase 1 vs.Proposed Phase 1 Comparison The design respondsdirectly to the CW2 (A&B subareas)Design Standards and advances the adopteddistrictvisionthroughbuildingform,frontage definition,parking strategy,and public-realm integration. This District was evaluated through an adopted Generic Environmental Impact Statement (GEIS)that analyzed the cumulative environmental impacts of full build-out under the Planned Unit Development framework.SouthWorks The Woodsis designed as a site-specific implementation of that approved master plan and relies on the programmatic assumptions,analysis,and mitigation measures established in the GEIS. The project does not introduce land uses,densities,or development patterns beyond those contemplated in the GEIS and remains consistent with the district-wide circulation,infrastructure,and street network evaluated at the masterplan level. Site Planning and District Integration The project connects directly to a broader street network being established for the overall SouthWorks project.Elements like building orientation,pedestrian paths,and vehicular access align with the original framework,ensuring continuity of circulation and consistent frontage conditions across the CW2area. There are eight total buildings distributed across the CW2 area,each responding specifically to their applicable subarea,either CW2A or CW2B,in type and density.Within the lower-density CW2A subarea, there are a mix of mansion apartments and townhouses,andin the higher-density CW2B subarea,there are three apartment buildings.Across all eight buildings,a total of 130 mixed-income apartments is provided.Of the total 130 apartments,there are 52 1-bedroom units,53 2-bedroom units,and 25 3- bedroom units.In addition to the residential units,the development provides a range of amenities, including a community room,lounge,fitness center,and an exterior playground.Supporting spaces include offices,maintenance areas,and storage.The site and buildings are configured in such a way as to create an interconnected network of green pedestrian spaces and pathways that also tie into pedestrian-forward streetscape designs that enhance pedestrian experience and break down building masseswithin thesite. Building Massing,Height,and Scale As previously mentioned,and in response to the Planned Development Zone (PDZ),there is a mix of building types and densities on the site.On the uphill end of the site,near Danby Road,the project includes two mansion apartment buildings,each with 9 units (A1 and A2).These are intended to respondtothelower-density zoning requirements while integrating well into the smaller-scale residential buildings that already exist along Danby Road through their massing and architectural design.Behind those,part way down the hill,will be three townhouse style walkup apartment buildings that front a new internal street (B1,B2,and B3).They are designed to reinforce a pedestrian scale,rhythm,and create a strong sense of neighborhood with front doors on the streetscape.On the other side of the new internal streetwillbethreemultifamilyapartmentbuildingsofapproximately30unitseach(C1,C2,and C3).All of the aforementioned building types are designed to take advantage of the steeply sloping site by stepping the number of stories such that the uphill side has one less story than the downhill side.The mansions and townhouseswill be two stories uphill facing toward Danby Rd.,and three stories downhill;the multifamily apartments will be three stories uphill on the new internal street,and four stories downhill.Building massing is modulated to maintain a human-scaled pedestrian environment,particularly at the ground level entry points.All building facade lengths fall within allowable CW2 standards while creating urban edges along the streets.All setback requirements,as well as the buffer from neighboring residential properties are met. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 4 Preliminary Plan Submission July 7,2026 Architectural Design and Materials The buildings employ an architectural language consistent with the existing context along Danby Rad.., while referencing the industrial heritage of the greater Chain Works District by mixing traditional residential materials with metal accents.The mansions and townhouses in the CW2A subarea are primarily fiber cement siding in either a board-and-batten or lapped configuration,with wood-look siding focused near resident touchpoints,and some subtle metal accents to reference the greater site and its manufacturing legacy.The multifamily apartment buildings in the CW2B subarea are larger in scale and more fully embrace the industrial heritage of the Chain Works being primarily metal siding with an overall form and texture that is meant to echo the tree-coveredhills that surround Ithaca,complementary of the sweeping vista of the city and Cayuga Lake that welcomesresidents and visitors to the site.Pedestrian- scale elements are emphasized through material transitions,entrance canopies,recesses,and vertical articulation. Ground Floor Activation and Entries The mansion and townhouse buildings have primarily individual apartment entrances and stoops facing the streets and sidewalks.Generous covered wrap-around porches enhancethe residential form of the mansions.The multifamily apartment buildings concentrate common area programs at grade with larger expansesof glass at key locations that enhancethe interplay between those spacesand the public realm. Main entrances and lobbies are focused near those spaces to further benefit from that interplay and encourage active and engaging street frontages. Parking Strategy and Access Parking is woveninto the overall design of the site such that it may accommodateits use while avoiding over-reliance on dense vehicle-centric parking lots.This mix of building scale and pedestrian-forward design will integrate nicely with the broader neighborhood context and align with the goals of the greater Chainworks campus.total of about 106 parking spacesis provided. Pedestrian Circulation and Public Realm Pedestrian circulation is integrated with the district wide street and pathway network established by the Chain Works master plan.Woven into the overall layout of The Woods is a strong network of interconnected green spaces.These spaces provide pathwaysupthe hill via accessible ramps,weaving together the lower and upperportions of the site and providing accessto the central all-ages playground. Walk-up apartments further activate the public realm with front doors and stoops on the streetscape to create a strong neighborhood feel and sense of ownership and safety. In addition to pedestrian facilities,the project incorporates bicycle circulation consistent with the assumptions evaluated in the GEIS and the walkable objectives of the CW2 subarea.Bike lanes are planned as part of the surrounding and internal street network,providing direct and convenient cycling connections to surrounding districts and trail systems.On-site bicycle racks located nearprimary building entrances and public spaces,as well as covered,secure bicycle parking and e-bike charging near the buildings are included. Streetscape elements,lighting,and landscaping throughout the site are configured to support bothpedestrianandbicyclesafetyandcomfort,reinforcing the role of SouthWorks The Woodsasa fully integrated,multimodal componentof the Chain Works District. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 5 Preliminary Plan Submission July 7,2026 Energy The SouthWorks Woods project is being designed to meet the requirements of the 2025 Energy Conservation and Construction Code of New York State and the Ithaca Energy Code Supplement.The project is anticipated to follow the Easy Path approach under the Ithaca Energy Code Supplement and will achieve the required minimum point threshold for residential buildings. The buildings will be fully electric,utilizing high-efficiency air source heat pumps for both spaceconditioninganddomestichotwater.No on-site combustion of fossil fuels is planned.The project is also pursuing certification under the Energy Star Multifamily New Construction program,supporting high- performance building envelopes,efficient mechanical systems,and reduced overall energy use. To comply with the Ithaca Energy Code Supplement,the project is expected to incorporate a combination of electrification,efficient system design,and site planning strategies,including: High-efficiency air source heat pumpsfor space conditioning Heat pump systemsfor domestic hot water generation Locating heating systems within conditioned space All-electric building systems (no on-site fossil fuel use,except emergency generation) Site design strategies supporting walkability and development density Additional energy efficiency measures to be evaluated as design progresses to achieve the required pointtotal Overall,the project is intended to align with Beacon Communities’and the broader SouthWorks development’s carbon reduction goals by minimizing operational greenhouse gas emissions and supporting an all-electric,high-performance building design. Affordability and Unit Mix The Southworks Woods community will provide housing opportunities to households between 50%and 80%of the area median income (AMI)to help create a mixed-income neighborhood within the larger redevelopment project.Maximum incomelevels for the units will range between $42,150 and $77,040 for the 1-bedroom apartments,$48,150 and $96,240 for the 2-bedroom apartments,and $54,150 and $111,680 for the 3-bedroom apartments.Rents for the units will vary depending on the type of unit (1- bedroom,2-bedroom,or 3-bedroom)and AMIlevel.It is anticipated that rents will range from $1,003 to$1,680 for a 1-bedroom apartment,$1,207 to $2,019 for a 2-bedroom apartment,and $1,414 to $2,352 for a 3-bedroom apartment. Both Southworks Woods (Townof Ithaca)and Southworks Gateway (City of Ithaca)will be financed as a single 230-apartment development.The primary funding source will be NYS HCR/NYS Housing Finance Agency andwill include an allocation of tax-exempt bonds,4%LIHTC,subsidy loans,and an allocation of New York State Low-Income Housing Tax Credits (SLIHC).It is also important to note that the project has already received $6 million from New York State Empire State Development (NYS ESD)to support infrastructure improvements for both sections of the development.Of the total $6 million,$1 million was awarded to Tompkins County and $5 million was awarded to the Town of Ithaca —demonstrating strong support for the development team’s efforts to increase the supply of affordable and mixed-income housing opportunities in the area.Financing for the new project will close in October 2026.Based on an October 2026 financial closing,construction is expected to start in early November 2026.The total construction period is expected to last approximately 2 years and will be phased.The first completed units are anticipated to be ready for occupancy in February 2028. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 6 Preliminary Plan Submission July 7,2026 Zoning Analysis CW2A Mansion Apartments Allowable Proposed Lot Area (min)10,000 —36,000 15,000 Lot Width (min)60 —100 100 Building Coverage on Lot (max)Less than or equal to 50%<50% Front Setback (min/max)15/50 15 Facade Length (max)n/a --~ Corner Side Setback (min/max)15/50 30 side Setback (min/max)20/50 30 Rear Setback (min)>=40 >40 stories (max)<=3 3 story Height (min)>=9 >9 Townhouse Buildings Allowable Proposed Lot Area (min)1,200 —3,000 1,200 Lot Width (min)15 —40 40 Building Coverage on Lot (max)Less than or equal to 50%50% Front Setback (min/max)5/15 5 Facade Length (max)<=40 <40 Corner Side Setback (min/max)5/15 15 side Setback (min/max)O or 5/15 15 Rear Setback (min)>=40 >40 stories (max)<=3 3 Story Height (min)>=9 >9CW2B Apartment Buildings Allowable Proposed Lot Area (min)10,000 —72,000 20,000 Lot Width (min)40 —200 200 Building Coverage on Lot (max)Less than or equal to 60%60% Front Setback (min/max)10/20 10 Facade Length (max)<=180 <180 Corner Side Setback (min/max)10/20 18 side Setback (min/max)9/15 18 Rear Setback (min)>=25 >25 stories (max)<=4 4 Story Height (min)>=9 >9 General Timetable Financing for the new project will close in October 2026.Based on an October 2026 financial closing, construction is expected to start in early November 2026.The total construction period is expected to last approximately 2 years and will be phased.Thefirst completed units are anticipated to be ready for occupancyin February 2028. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 7 Preliminary Plan Submission July 7,2026 Town Staff Comments (6/24/2026) Below please find written responses to the June 24'"Town Staff prepared memothat included a list of Required Submittals,Comments and Questions: GEIS Findings Statement Comment 1:Soil/Geotechnical Study:with borings;subsoil testing results;location plans that showspecificareasoftheWoodsprojectthatwillincuranyblasting. Response:Refer to Attachments 12 and 13. Comment 2:Cut/Fill calculations:amount of material being imported for theWoods project;amount of material being exported;specific site locations of imported and exported material. Response:Refer to Attachment 14.As per the NYSDEC Site Management Plan,the developmentwill focus to reutilize all excess fill within the 95-acre SouthWorks site.Otherwise,any export will be conducted in accordance with the Interim Site ManagementPlan. Comment3:Slope analysis and grading plans per #1 and #2 above and also for proposed construction, stormwater managementfacilities,etc.See preliminary site plan checklist. Response:Refer to Sheets C400-C406 and Attachments 12-14.All grading work to be inspected by a qualified Third Party Inspector. Comment4:Details related to delineation and impact to stream in the Woodsproject. Response:Refer to Attachment 16. Comment 5:Full SWPPPfor the Woodsproject.Please provide brief narrative comparison betweensite specific SWPPP and SWPPP in GEIS. Response:Refer to Attachment 5.The GEIS Generic SWPPP establishes the overall stormwater management framework for the SouthWorks redevelopment,while recognizing that detailed stormwater analyses and mitigation measures would be developed as each phase advanced through final design. The Woods SWPPP implements that framework for the Woodsresidential development by providing project-specific drainage modeling,water quality and runoff reduction calculations,stormwater managementpractice design,erosion and sediment control measures,and construction sequencing in accordance with the current NYSDEC SPDES General Permit (GP-0-25-001).Accordingly,the Woods SWPPP is consistent with the overall stormwater strategy established in the Generic SWPPP while providing the detailed engineering required for this phase of development. Comment6:Detailed tree survey (trees 8”dbh orlarger),tree/vegetation loss and tree protection plans for Woods project.Will any part of the 6+/-acre Appalachian Oak-Hickory,older growth forest listed in GEIS be impacted by project?Showall proposed tree/vegetation loss,protection on plans. Response:Refer to Sheet C200.Additional detailed tree surveys have been performed in the accessible area.Large segmentsofthis portion of the site are inaccessible due to the overgrowthof invasive species (autumn/Russian olive).As for the Appalachian Oak-Hickory area,we have provided the GEIS overlay on the Sheet C200.The project boundary includes less than 10,000 sf of the noted area. Comment7:Potential ROD Amendmentor additional soil vapor/other study associated with former NCRandIthacaCollegesanitarysewerlinesthatcrossWoodsproject.Coordinate with NYSDEC/NYSDOH. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 8 Preliminary Plan SubmissionJuly7,2026 Response:Refer to Attachment 15.LaBella Associates is coordinating with NYSDEC to comply with the Site Management Plan and Deed Restrictions in regards to the soil vapor intrusion in the vicinity of the NCR sanitary sewer. Comment8:New “Phase|”Traffic impact study and any mitigations —comparison between GEIS Traffic study/mitigations and proposed.Please provide brief narrative relative to how new “Phase |”compares to “Phase |,PhaseII/Full Build-out/Full Development”phases in GEIS. Response:Refer to Attachment 11.As noted,the proposed Woods developmentdiffers from the Phase| project evaluated in the 2016 Chain Works District GEIS,which primarily consisted of the adaptive reuse of existing industrial buildings for employment and commercial uses,whereas The Woodsis a new 130- unit affordable residential neighborhood.As such,a direct comparison of trip generation is not appropriate.Using the current ITE Trip Generation Manual (12th Edition),the proposed project is estimated to generate 47 weekday AM peak-hour trios and 60 weekday PM peak-hour trips,which is well below the commonly accepted threshold of 100 peak-hourtrips for requiring additional traffic analysis. Furthermore,the project represents only a small portion of the overall SouthWorks redevelopmentand is substantially smaller than the Phase II/Full Development scenario evaluated in the GEIS.Accordingly,the proposed development remains within the transportation planning framework established by the GEIS. and no additional traffic mitigation beyond the improvements identified in the GEIS is anticipated. Comment 9:Coordination with NYSDOTrelative to required traffic mitigations in GEIS for Driveways IV and V,such as draft NYSDOT PERM 33-COM andUtility Permit(s),or brief narrative on NYSDOTinitial proposal reviews conducted or application status. Response:Coordination with NYSDOT has commenced.Wewill forward information asit is received. Comment 10:Watermain utility plans,comparison between waterutility calculations/details (capacity, pressure,flow,etc.)in GEIS and proposal.Locationsof all proposed water hydrants on site plans. Response:Sheets C500-C505 have been updated as per our meeting with Town Staff.For the 130 apartments,it is estimated that the water usagewill be approximately 20,000 gallons per day (GPD). Comment 11:Sewer main utility plans,comparison betweenutility calculations/details (capacity, pressure,flow,etc.)in GEIS and proposal. Response:Sheets C500-C505 have been updated as per our meeting with Town Staff.For the 130 apartments,it is estimated that the water usage will be approximately 20,000 gallons per day (GPD).The design of the sanitary seweris consistent with the GEIS. Comment 12:Fire access.Road,sidewalk,and pedestrian network plans-profile sheets,Fire Department turn radius analysis. Response:See Attachment 17 and responses to Code Enforcement commentslater in this document. Comment 13:Lighting plans,including specification sheets.Are streetlights proposed?Plans showingstreetlightlocationsanddetails. Response:See Attachments 7 and 8. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 9 Preliminary Plan Submission July 7,2026 Comment 14:Visual analysis of structures in Woodsproject,including simulations.Please follow method and viewpoints identical to those used in GEIS. Response:See Attachment10. Comment 15:Detailed elevation drawings;proposed renderingsillustrating dimensions of all proposed structures including building materials,colors,etc.See Town Code §271-17.Planned Development Zone No.16 (Chain WorksDistrict). Response:See Attachment 4. Comment 16:Zoning analysis,comparing how the project complies with all requirements in Town Code §271-17.Planned Development Zone No.16 (Chain WorksDistrict). Response:See Attachment 19. Comment 17:Detailed landscaping plans,plans for proposed open spaces,trails,recreation,landscaped courtyards,etc.for Woods project. Response:See Attachment 6. Comment 18:Construction staging plans,with location of construction staging areas.Construction/truck routing plans. Response:See Attachment9. Comment 19:Proposed alternative energy resources/locations on Woodssite,e.g.freestanding solar energy arrays,wind energyfacilities,etc. Response:The Applicant is currently seeking proposals for the installation of rooftop solar.No other freestanding systems or wind energy facilities are proposed. City of Ithaca PCC Meeting (6/9/2026) Comment 1:Proposed subdivision plat,if proposing to subdivide property with Woods project.Please note that any subdivision will require master water and sewer meters,respectively. Response:A subdivision plat is included in Attachment 3.A master water meter with RPZ has been included in the utility drawings as per Town Staff comments. Comment2:Are you proposing to dedicate roads and/orutilities to the Town?Pleaseclarify and specify. Response:The Applicant is seeking to dedicate Road A and Road B,as well as the sewer and water utilities to the Town.That is currently under discussion with Town Staff and the Applicant will attend the July Public Works Committee meeting to discuss potential options.Currently,the Project Drawings depict Road B (GEIS Drive V)as public. Department of Code Enforcement Comments (6/24/2026) Comment 1:Drawing C5 identifies a small building that is currently in a water or sewer easement area.If this is a Town of Ithaca easement,the Department of Public Works or Engineering Department should be consulted to verify if a building can be placed in the easement. Response:The utilities and the corresponding easement are being relocated away from the small structure.If Road B (GEIS Drive V)is turned into a public road,no easement will be necessary. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 10 Preliminary Plan Submission July 7,2026 Comment 2:The stream setback has not been identified in the drawings as required in section 270- 219.5D (14)of Town of Ithaca Code. Response:Stream adjacencies were identified in the GEIS and a variance will be requested.See Attachment 16. Comment 3:Buildings C1,C2,and C3 all appear to be attached.Effectively,this creates one large apartment building and not three separate apartment buildings.Please provide details of how this complies with section 271-17F(2)(h)of Town of Ithaca Code. Response:Section 271-17F(2)(h)is specific to building facade length rather than overall building length. Buildings C1,C2,and C3 are separated into individual sections where each facade does not exceed 180’ In length.The connection corridors between each building facing plan north are below grade (concealed) and one-story facing plan south.These are also set back 30’-0”from the main facades. Comment 4:Buildings B2 and B3 appear to be attached.Effectively,this creates one large apartment building and not two separate apartment buildings.Please provide details of how this complies with section 271-17F(2)(h)of Town of Ithaca Code. Response:B2 and B3 are connected by a one story mechanical room.The intent is to provide a single mechanical room that serves both B buildings rather than one mechanical room for each.This facade facing plan north of the mechanical room is concealed below grade and the facade facing plan south is set back 10'-8"from the B buildings facades.As noted in response to comment3,section 271-17F(2)(h) is specific to building fagade length rather than overall building length.The intent of concealing one sideofthemechanicalroomandsettingtheothersidebackfromB2andB3wastocomplywiththefacade length requirementof the section. Comment5:It cannot be determined which buildings will have Fire Department Connections (FDC)and standpipe systems.Please provided information as to where this can be identified on the plans.Section 907.5.1.1 of the 2025 NYS Fire Code requires hydrants to be located within 100’of a standpipe system installed. Response:FDC locations are identified on the lower portion of Building C1,C2,and C2 that are accessible from the Aerial Apparatus Access Road.Hydrants are added located within 100’of these FDC locations. Comment 6:The grade of the fire apparatus access road appears to exceed 10%in several areas. Section D103.2 limits the grade to 10%unless approved by the fire code official.Please provideadditionalinformationastowherea10%grade is exceeded and for what distance.If this is already provided,please identify where this can be located in the existing plans or details. Response:The Woodssite is located on a sloped hill and reductions in slopes of less than 10%are not feasible.Request approval from Code official to increase the slope allowance.Attached are highlighted road plans with slopes greater than 10%indicated. Comment7:Thefire apparatus access road that is directly behind the “proposed 9 unit building #1 and #2)does not appear to provide a fire apparatus access turnaround as identified in section D103.1 of the2025 NYS Fire Code. Response:Danby Roadis considered the Fire Apparatus access road rather than the parking lot located plan south for these two buildings.An existing fire hydrant is also located on Danby Road adjacentto the proposed driveway accessto the parking lot for buildings A1 and A2. Comment8:The height of the buildings is not clear.Do the building exceed 30’grom the gradeplaneto the highest roof surface (For purposes of this section,the highest roof surface shall be determined by measurement to the eave of a pitched roof,the intersection of the roof to the exterior wall,or the top of113EastChemungPlace|Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 11 Preliminary Plan Submission July 7,2026 parapet walls,whicheveris greater.)?This will need to be provided to determine if aerial fire apparatus access roadsare required to be provided in accordance with section D105 of the 2025 NYS Fire Code. Response:Buildings A1,A2,B1,B2,B3 are less than 30’when calculating the average grade plane and an Aerial Apparatus Access is not required.These calculations will be included in the code analysis drawings.Buildings C1,C2,and C3 require Aerial Apparatus Access provided by the road located at the lower side of these three buildings.An alternative Aerial Apparatus Access is submitted under separate coverfor discussion. Comment9:Fire Hydrants are required to have a minimum fire apparatus access road width 26’ exclusive of shoulders.Some hydrants do not appear to meet this requirement,as identified in sectionD103.1 of the 2025 NYS Fire Code. Response:Hydrants are located at roads 26'+at code required distances.Additional hydrants will be located along the C buildings within 100’of the FDC’s.These are supplemental hydrants that are in addition to the required hydrants. Comment 10:Adequate turning radius of the fire apparatus access roads do not appear to provided. Based on turning radius requirements from the IFD,the following radius are required: Response:The turning radius was calculated based on the Town’s equipment requirements.See Attachment17. Comment 11:The fire apparatus access road appears to be modeledafter a fire truck that is 26.25’,as identified on sheet C13.Based on our understanding of the truck used for the IFD,this truck dimension is closer to 45’.Please provide updated drawings with the correct fire apparatus size to show howthe piece of fire apparatus would traverse the road system.Feel free to contact the IFD directly to obtain the fire apparatus turning radius and size requirements. Response:The original truck modeling utilized the 45’aerial apparatus but mistakenly depicted the 26’ pumperin the detail.This has been updated and modeled with the additional information provided by the Town and Fire Department. Comment 12:Please identify how the projectwill identify “No Parking-Fire Lane”.Fire apparatus access road that are 20’-26’are required to havefire lane signs installed,per section D103.6.1 and 503.3 of the 2025 NYS Fire Code. Response:Fagan —Access aisles adjacent to the accessible parking adjacent to the loading area between C2 andC3 canprovidea dedicatedfire lane accesspoint. Comment 13:Please provide details on traffic calming devices such as,but not limited to,placement, height,approach angles,etc. Response:Details currently being coordinated.This will partially be dependent on if the roadway is dedicated to the Town. 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Page 12 Preliminary Plan Submission July 7,2026 Comment 14:Per section 507.1 of the 2025 NYS Fire Code,please provide fire flow data from the hydrants that will serve the project.Please provide the calculation method used to calculate the fire flowforthebuildings. Response:According to the 2023 reports,the fire hydrants on Danby Drive in the vicinity of the proposed connection point have a static pressure of 88 psi.FE developed a site specific water model for SouthWorks and estimatesa fire flow exceeding 1,500 gpm.FE will coordinate with the Town to perform additional hydrant tests in the area. Thank you again to the entire Town Staff for assisting with this project.We look forward to presenting the Preliminary Plan to the Planning Board at their August Meeting. Sincerely, FAGAN ENGINEERS &LA [P.C.SSS es B.Gensel,P.E.,CPESC resident 113 East Chemung Place |Elmira,New York 14904 |607.734.2165 |FaganEngineers.com Site Plan Drawings ForBeacon CommunitiesThe Woods At SouthWorks Town of Ithaca, Tompkins (Co), New York C200 EXISTING CONDITIONS PROJECT LOCATION August 14, 2024 LOCATION MAP Beacon Communities 505 Ellicott Street, Suite 44 Buffalo, NY 14203 (716) 704-3699 PREPARED FOR: NO.TITLE INDEX OF DRAWINGS C100 C300 SITE PLAN C400 C500 GRADING PLAN UTILITY PLANGENERAL NOTES SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG TITLE SHEET JBG RSN C000 BEACON COMMUNITIES -THE WOODS Beacon SouthWorks The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com C301 SITE PLAN C302 SITE PLAN C303 SITE PLAN C304 SITE PLAN C305 SITE PLAN C401 GRADING PLAN C402 GRADING PLAN C403 GRADING PLAN C404 GRADING PLAN C405 GRADING PLAN NO.TITLE C600 E & S PLAN C601 E & S DETAILS C700 CIVIL DETAILS ROADWAY PROFILES C701 C900 SEWER PROFILES C901 CIVIL DETAILS C702 STORM CHAMBER DETAILSC800 C801 STORM CHAMBER DETAILS CIVIL DETAILS C501 UTILITY PLAN C502 UTILITY PLAN C503 UTILITY PLAN C504 UTILITY PLAN C505 UTILITY PLAN Last Revised: June 29, 2026 C406 SEGMENTAL WALL DETAILS C407 WALL LOCATIONS1 1 ADDENDUM #1 ( 6/29/2026 ) C802 STORM CHAMBER DETAILS Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) LEGEND SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GENERAL NOTES C100 I.GENERAL 1.BASE MAPPING PREPARED BY FAGAN ENGINEERS & LAND SURVEYORS, PC. 2. THE PROJECT SITE DOES NOT CONTAIN FEMA DELINEATED FLOODWAYS OR FLOODPLAINS. 3. THE PROJECT SITE DOES NOT CONTAIN FEDERALLY REGULATED WETLANDS ON-SITE, NOR ANY NWIMAPPED WETLANDS. 4. MUNICIPAL WATER SERVICE PROVIDED BY CITY OF ITHACA. 5. PUBLIC SEWER SERVICE PROVIDED BY CITY OF ITHACA. 6. PRIOR TO COMMENCEMENT OF ANY GROUND-INTRUSIVE WORK, THE CONTRACTOR SHALL OBTAIN ANDREVIEW THE CURRENT NYSDEC-APPROVED INTERIM SITE MANAGEMENT PLAN (OCTOBER 2022) AND ALLSUBSEQUENT AMENDMENTS. COMPLIANCE WITH THE ISMP IS MANDATORY AND SHALL BE CONSIDEREDINCIDENTAL TO THE WORK UNLESS OTHERWISE NOTED. 7. THE CONTRACTOR'S SURVEYOR SHALL CHECK ALL HORIZONTAL AND VERTICAL CONTROL PRIOR TOCONSTRUCTION. ANY DISCREPANCIES SHALL PROMPTLY BE BROUGHT TO THE ATTENTION OF THEENGINEER. 8. THE CONTRACTOR SHALL KEEP HIS OPERATIONS WITHIN THE PROJECT LIMITS OF DISTURBANCE. 9. ALL DAMAGE TO PRIVATE PROPERTY OR UTILITIES (UNDER OR ABOVE GROUND) SHALL BE REPORTED TOTHE OWNER OF RECORD AT ONCE. 10. CONSTRUCTION ALONG CITY, TOWN, AND STATE ROADS SHALL CONFORM TO SPECIFICATIONS LISTED ONPERMITS ISSUED BY THE APPROPRIATE AGENCIES. 11. SAFE AND CONTINUOUS THROUGH TRAFFIC, INGRESS AND EGRESS FOR ADJACENT OWNER DRIVEWAYS,SERVICE ROADS, PUBLIC STREETS, AND SIDEWALKS SHALL BE MAINTAINED THROUGHOUT THE PERIOD OFCONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE TO PROVIDE THE LOCAL MUNICIPALITY AND NEWYORK STATE D.O.T. AN ACCEPTABLE MAINTENANCE AND PROTECTION OF TRAFFIC PLAN FOR CONSTRUCTION IN/ALONG/NEAR TOWN AND STATE ROADWAYS. 12.HIGHWAY DRAINAGE, SIDE STREET DRAINAGE, SWALES, DITCHES, AND OTHER EXISTING DRAINAGEFACILITIES SHALL BE PROTECTED AND MAINTAINED IN ADEQUATE WORKING CONDITION DURINGCONSTRUCTION. THE CONTRACTOR SHALL RESTORE ANY OF SUCH FACILITIES THAT ARE DAMAGED DURINGCONSTRUCTION TO THE SATISFACTION OF THE OWNER OF THE INFRASTRUCTURE. 13. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS. 14. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS NOT TO DISTURB AND/OR DAMAGEPROPERTY CORNERS (IRON PINS, HUBS, ECT.). ANY DISTURBED OR DAMAGED PROPERTY CORNERS SHALLBE REPLACED BY THE CONTRACTOR'S LICENSED LAND SURVEYOR AT THE CONTRACTOR'S EXPENSE. 15. ALL EXISTING UTILITIES SUCH AS ELECTRIC, GAS MAINS, AND TELEPHONE SHALL BE STAKED OUT BY THEUTILITY COMPANY PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL CALL NEW YORK STATE DIG SAFELY(1-800-962-7962) PRIOR TO CONSTRUCTION AND NOTIFY UTILITY COMPANIES FOR STAKEOUT. 16. THE CONTRACTOR SHALL PROTECT EXISTING UTILITIES. IF UTILITIES ARE DAMAGED DURINGCONSTRUCTION, THE CONTRACTOR SHALL REPAIR THESE TO THE SATISFACTION OF THE OWNER'SREPRESENTATIVE. 17.EXISTING WATERMAIN LOCATIONS AND DEPTHS SHOWN ARE APPROXIMATE. EXISTING INDIVIDUALWATER SERVICES ARE NOT SHOWN ON DRAWINGS. 18. THE CONTRACTOR SHALL NOTIFY OWNER OF ALL IMPACTED MUNICIPAL WATER SYSTEMS, THE RESIDENTENGINEER AND THE FIRE DEPARTMENT 48 HOURS IN ADVANCE PRIOR TO CONSTRUCTION ON ANDINTERRUPTION OF SERVICE OF ANY WATERMAINS. THE CONTRACTOR SHALL PROTECT ALL WATER SERVICELINES AND PRIVATE WELLS. THE CONTRACTOR SHALL HAVE AMPLE SUPPLY OF REPAIR CLAMPS,COUPLINGS, AND PIPING FOR EMERGENCY REPAIRS. 19.IN AREAS WHERE THE CONTRACTOR IS EXCAVATING NEAR ANY UTILITY POLES, THE CONTRACTOR SHALLBRACE AND/OR HOLD IN PLACE UNTIL EXCAVATED AREA IS BACKFILLED AND COMPACTED. 20. THE CONTRACTOR IS RESPONSIBLE FOR THE PROPER DISPOSAL OF ALL REMOVED VEGETATION, SOIL ANDOTHER DISTURBED DEBRIS. 21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING AND MAINTAINING APPROPRIATEEROSION CONTROL MEASURES TO PREVENT SEDIMENT FROM MIGRATING OFF SITE, TO STORM SEWERS,OR ADJACENT ROADWAYS IN ACCORDANCE WITH THE APPROVED SWPPP. 22. ALL EXCAVATIONS SHALL PROVIDE PROTECTION TO THE WORK FORCE AS PER THE CURRENT O.S.H.A.REQUIREMENTS, AS WELL AS ANY STATE AGENCY REQUIREMENTS. 23. THE CONTRACTOR SHALL OBSERVE O.S.H.A. AND OTHER APPLICABLE SAFETY REQUIREMENTS. THECONTRACTOR SHALL ASSUME RESPONSIBILITY FOR CONSTRUCTION SAFETY AT ALL TIMES. 24. CONTRACTOR SHALL REVIEW SOIL BORING AND TESTING REPORTS TO DETERMINE SPECIAL CONDITIONSREQUIRED FOR CONSTRUCTION AND SUITABILITY OF ON-SITE SOILS FOR FILL MATERIAL AND FORINFORMATION ON GROUNDWATER DEPTHS. 25. ALL DISTURBED AREAS SHALL BE SEEDED ACCORDING TO THE REQUIREMENTS SPECIFIED ON SHEET C4.7AND THE EROSION AND SEDIMENTATION CONTROL PLANS. 26. CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE EROSION AND SEDIMENT CONTROLFEATURES PRIOR TO BULK EARTHMOVING ACTIVITIES. 27. ALL LIGHT POLES, LIGHT FIXTURES AND ASSOCIATED CONDUIT SHALL BE PROVIDED AND INSTALLED UNDERA SEPARATE CONTRACT. THE SITE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH THECONTRACTOR RESPONSIBLE FOR THIS WORK AND PROVIDE THE NECESSARY EXCAVATION AND BACKFILLFOR INSTALLATION OF THE TRENCHING. THE SITE CONTRACTOR SHALL ALSO BE RESPONSIBLE FORSUPPLYING AND INSTALLING THE POLE BASES FOR ALL EXTERIOR LIGHTING FIXTURES. II.SANITARY SEWERS 1. SANITARY SEWERS, MANHOLES, CLEANOUTS, AND OTHER APPURTENANCES SHALL BE CONSTRUCTED, ANDTESTED IN ACCORDANCE WITH LOCAL MUNICIPAL SPECIFICATIONS. 2. SANITARY SEWERS SHALL BE SDR-35 PVC PIPE CONFORMING TO ASTM D-3034, WITH RUBBER GASKETEDJOINTS CONFORMING TO ASTM D-3212 AND ASTM F-477. 3. TESTED SANITARY SEWERS SHALL HAVE AN INFILTRATION RATE OF LESS THAN 100 GALLONS PER MILE PERINCH DIAMETER OF PIPE PER DAY. 4. SANITARY SEWERS SHALL BE LAID WITH A STRAIGHT ALIGNMENT BETWEEN MANHOLES. AS PER THERECOMMENDED STANDARDS FOR WASTEWATER FACILITIES, 2014 EDITION, SECTION 33.85 DEFLECTIONTEST. THE TEST SHALL BE CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE 30 DAYS. A RIGIDBALL OR MANDREL USED FOR THE DEFLECTION TEST SHALL HAVE A DIAMETER NOT LESS THAN 95% OF THEBASE INSIDE DIAMETER OR AVERAGE INSIDE DIAMETER OF THE PIPE DEPENDING ON WHICH IS SPECIFIEDIN THE ASTM SPECIFICATION, INCLUDING THE APPENDIX, TO WHICH THE PIPE IS MANUFACTURED. 5. THE CONTRACTOR SHALL CONCRETE ENCASE THE SANITARY SEWER LINE OR FORCEMAIN AT ALL POINTSWHERE VERTICAL SEPARATION IS LESS THAN 18' AT CROSSINGS WITH STORM SEWER LINES. 6. ANY POLYETHYLENE FORCEMAIN SHALL BE TYPE DR-11 WITH A PRESSURE RATING OF 128 PSI. III.STORM SEWERS 1. STORM SEWERS, MANHOLES, INLETS, DITCHES, AND OTHER SYSTEM COMPONENTS SHALL BECONSTRUCTED IN ACCORDANCE WITH MUNICIPAL SPECIFICATIONS. 2. STORM SEWERS SHALL BE ADVANCED DRAINAGE SYSTEM'S ADS N-12 CORRUGATED, SMOOTH INTERIOR, HIGH DENSITY POLYETHYLENE (HDPE) PIPE. ADS N-12 STORM SEWER SHALL BE INSTALLED IN STRICTACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND ASTM D 2321. 3. ALL FLARED-END SECTIONS SHALL BE GALVANIZED METAL END SECTIONS UNLESS OTHERWISE SPECIFIED. 4. RIPRAP PADS AT STORM SEWER DISCHARGES SHALL CONSIST OF NYSDOT LIGHT STONE FILLING UNLESSOTHERWISE NOTED ON THE CONTRACT DRAWINGS. 5. CROWN OF MULTIPLE PROPOSED STORM SEWER PIPES IS AT OR NEAR THE TOP OF THE SUBGRADE.CONTRACTOR SHALL PROTECT INTEGRITY OF ALL INSTALLED STORM SEWERS UNTIL SUFFICIENT COVER ISPLACED ON SAID PIPING. IV.ACCESS ROADS AND PARKING AREA 1. LIMING, FERTILIZING, SEEDING, AND MULCHING OF DISTURBED AREAS SHALL BE CONSISTENT WITH THEAPPROVED SWPPP. 2. SIGNAGE, PAVEMENT MARKINGS AND OTHER TRAFFIC CONTROL DEVICES SHALL BE IN CONFORMANCE TOTHE NYSDOT'S MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 3. ROADWAY EMBANKMENT: OBTAIN SUBGRADE ELEVATION BY COMPACTING ON-SITE SOILS IN MAXIMUM8 INCH HORIZONTAL LIFTS. USE ON-SITE SOILS AS EMBANKMENT FILL THAT DO NOT CONTAIN ORGANIC ORDELETERIOUS MATERIALS, ARE NOT EXCESSIVELY WET OR FROZEN, OR THAT HAS COBBLES IN EXCESS OF 6INCHES ALONG THE LONGEST DIMENSION. IF SUITABLE ON-SITE SOILS ARE NOT AVAILABLE, A WELLGRADED BANK-RUN APPROVED BY THE ENGINEER SHALL BE IMPORTED. THE BANK-RUN GRAVEL SHALL BESOUND, DURABLE, FREE OF ORGANIC OR OTHER DELETERIOUS MATERIAL, WITH NO MORE THAN 10PERCENT BY WEIGHT FINER THAN NO. 200 SIEVE. ADJUST THE MOISTURE CONTENT OF THE EMBANKMENTFILL (WHETHER ON-SITE OR OTHERWISE) TO WITHIN 2% OF OPTIMUM BY EITHER AIR DRYING ORTHROUGH THE ADDITION OF WATER PRIOR TO COMPACTION. SPREAD WET FILL IN AN 8 INCH LOOSE LIFTAND DISC TO EXPEDITE AIR DRYING. 4. ROADWAY EXCAVATION: EXCAVATE SUBSOIL TO THE DEPTH REQUIRED TO PROVIDE A UNIFORM SURFACEOF SOLID UNDISTURBED GROUND FOR THE PLACEMENT OF AGGREGATE SUBBASE COURSE. 5. FILL, SUBGRADE, AND SUBBASE SHALL BE COMPACTED TO OR ABOVE 95 PERCENT 'MODIFIED PROCTOR'DENSITY WITH A SMOOTH DRUM ROLLER, OR OTHER SUFFICIENT COMPACTION EQUIPMENT, WEIGHINGAT LEAST 7 TONS. OPERATE COMPACTOR IN THE STATIC MODE FOR COMPACTION OF SILTY SOILS AND INTHE VIBRATORY MODE FOR ALL OTHER MATERIALS. 6. SUBBASE MATERIAL SHALL BE PLACED IN MAXIMUM 6 INCH AND MINIMUM 3 INCH HORIZONTAL LIFTS.MAINTAIN OPTIMUM MOISTURE CONTENT FOR COMPACTION. 7. WHEREVER GROUNDWATER SEEPAGE IS ENCOUNTERED, INSTALL UNDERDRAINS BELOW THE SUBBASE.LAP UNDERDRAIN FABRIC WITH SUBBASE FABRIC. 8. BELOW THE SUBBASE, PROVIDE A SOIL STABILIZATION GEOTEXTILE FABRIC, SUBJECT TO THE ACCEPTANCEOF THE HIGHWAY SUPERINTENDENT, WITH THE FOLLOWING CERTIFIABLE PROPERTY VALUES: MINIMUMPUNCTURE STRENGTH OF 125 LBS., MINIMUM MULLEN BURST STRENGTH OF 430 PSI, MINIMUM GRABTENSILE STRENGTH OF 220 LBS., AND MAXIMUM APPARENT OPENING SIZE OF 40-80 SIEVE. V.PUBLIC WATER 1. WATERMAINS, WATER SERVICES, FIRE HYDRANTS, AND OTHER APPURTENANCES SHALL BE CONSTRUCTED,TESTED, AND DISINFECTED IN ACCORDANCE WITH THE OWNER'S SPECIFICATIONS FOR WATERMAINEXTENSIONS. WATERMAIN AND APPURTENANCE MATERIALS AND INSTALLATION SHALL COMPLY WITHNYSDOH STANDARDS AND AWWA STANDARD C600-93. 2. DUCTILE IRON PIPE SHALL BE CLASS 52, AND SHALL CONFORM IN ALL ASPECTS TO AWWA C-151. FITTINGSHALL CONFORM IN ALL ASPECTS TO AWWA C-11- OR TO COMPACT FITTINGS AWWA C-153. ALL SHALL BEFURNISHED WITH CEMENT MORTAR LINING IN CONFORMANCE WITH AWWA C-104. PIPES SHALL HAVEGASKETED, PUSH-ON, JOINTS CONFORMING TO AWWA C-111 3. THE MINIMUM HORIZONTAL SEPARATION DISTANCE BETWEEN WATER AND ANY TYPE OF SEWER UTILITIES (SANITARY OR STORM) SHALL BE 10 FEET, MEASURED FROM OUTSIDE WALL TO OUTSIDE WALL OF THEMAINS. THE MINIMUM VERTICAL SEPARATION DISTANCE AT THE POINT OF CROSSING SHALL BE 18 INCHES,ALSO MEASURED FROM OUTSIDE WALL TO OUTSIDE WALL. 4. WATERMAIN SHALL BE INSTALLED AT A CONTINUOUS UPWARD GRADE TO A POINT OF AIR RELEASE.POINTS OF AIR RELEASE INCLUDE WATER INCLUDE WATER SERVICES, FIRE HYDRANTS, AND BLOW-OFFVALVES. 5. SAMPLING REQUIREMENTS FOR THE DISINFECTION OF WATERMAINS SHALL BE CONSISTENT WITH AWWASTANDARD C651-92, SECTION 5.2 CONTINUOUS FEED METHOD, DISINFECTING WATERMAINS. AFTER FINALFLUSHING AND BEFORE THE NEW WATERMAIN IS IN OPERATION, TWO CONSECUTIVE SAMPLES TAKEN 24HOURS APART, SHALL BE COLLECTED FROM THE NEW WATERMAIN. AT LEAST ONE SET OF SAMPLES SHALLBE COLLECTED FROM EVERY 1200 LINEAR FEET OF WATERMAIN, PLUS ONE SET FROM THE END OF LINESAND EACH BRANCH. 6. FITTINGS SHALL BE DUCTILE IRON WITH MECHANICAL JOINTS. 7. HYDRANTS SHALL CONFORM TO WATER SYSTEMS SPECIFICATIONS WITH A 5' BURY, OPEN LEFT, TRAFFIC TYPE GROUND FLANGE, 6” INLET, (1) 4-1/2” NST STEAMER NOZZLE, (2) 2-1/2” NST HOSE NOZZLESMECHANICAL JOINT CONNECTION, 5” HYDRANT VALVE SEAT, AND A PENTAGON OPERATING NUT. THEHYDRANTS SHALL CONFORM TO AWWA C-502. 8. MAIN VALVES SHALL BE MECHANICAL JOINTS, RESILIENT SEAT, GATE, 2” OPERATING NUT, OPEN LEFT,WITH STAINLESS STEEL BONNET AND PACKING BOLTS AND NUTS. THE VALVES SHALL CONFORM TO AWWAC-509. 9. MAIN VALVE BOXES SHALL BE 5-1/4”, SCREW TYPE, WITH CAST IRON LIDS MARKED “WATER.” 10. ALL NEW AND ALTERED EXISTING WATERMAINS SHALL BE PRESSURE AND LEAKAGE TESTED IN ACCORDANCE WITH THE LATEST REVISION OF AWWA STANDARD C-600-93 (LATEST REVISION). 11. THE FOLLOWING MINIMUM SEPARATION DISTANCES BETWEEN GAS LINES AND WATER LINES ARERECOMMENDED. OTHER MORE STRINGENT SEPARATION DISTANCES MAY APPLY. HORIZONTAL- 5 FEET VERTICAL- 2 FEET VI.ENVIRONMENTAL SITE MANAGEMENT REQUIREMENTS THIS PROJECT IS LOCATED WITHIN THE FORMER EMERSON POWER TRANSMISSION FACILITY (NYSDEC SITE NO. 755010) AND IS SUBJECT TO THE NYSDEC-APPROVED INTERIM SITE MANAGEMENT PLAN (ISMP), DATED OCTOBER 2022, INCLUDING ALL ASSOCIATED INSTITUTIONAL CONTROLS (ICS), ENGINEERING CONTROLS (ECS), EXCAVATION WORK PLAN (APPENDIX F), HEALTH AND SAFETY PLAN (APPENDIX G), ENVIRONMENTAL EASEMENT REQUIREMENTS, AND SUBSEQUENT NYSDEC-APPROVED AMENDMENTS. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE REQUIREMENTS OF THE ISMP DURING CONSTRUCTION. ANY EXCAVATION, GRADING, UTILITY INSTALLATION, DRILLING, DEWATERING, DEMOLITION, SOIL DISTURBANCE, OR OTHER GROUND-INTRUSIVE ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH THE APPROVED ISMPAND EXCAVATION WORK PLAN. MANAGEMENT, HANDLING, STOCKPILING, CHARACTERIZATION, TRANSPORTATION, DISPOSAL, AND/OR REUSE OF SOIL, FILL, GROUNDWATER, AND OTHER SITE MATERIALS SHALL BE CONDUCTED IN ACCORDANCE WITH THE ISMP AND APPLICABLE NYSDEC REQUIREMENTS. THE CONTRACTOR SHALL COORDINATE ALL INTRUSIVE ACTIVITIES WITH THE OWNER'S ENVIRONMENTAL PROFESSIONAL AND SHALL IMMEDIATELY NOTIFY THE OWNER AND ENGINEER IF CONTAMINATED SOIL,GROUNDWATER, PETROLEUM IMPACTS, BURIED STRUCTURES, UNKNOWN UTILITIES, DRUMS, TANKS, STAINED SOILS, ODORS, OR OTHER ENVIRONMENTAL CONDITIONS ARE ENCOUNTERED. WORK IN THE AFFECTED AREA SHALL CEASE UNTIL APPROPRIATE DIRECTION IS PROVIDED BY THE OWNER'S ENVIRONMENTAL PROFESSIONALAND, IF REQUIRED, NYSDEC. 1. THE PROPERTY LOCATED AT 690 SOUTH AURORA STREET, ITHACA NY IS A NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION (NYSDEC) INACTIVE HAZARDOUS WASTE SITE (#755010). RESIDUAL CONTAMINATION REMAINS ON-SITE. AN INTERIM SITE MANAGEMENT PLAN (ISMP) IS IN PLACE AND THECONTRACTOR SHALL CONDUCT ALL WORK IN ACCORDANCE WITH THE SMP. 2. A PRE-CONSTRUCTION MEETING WILL BE CONDUCTED WITH THE CONTRACTOR AND ENVIRONMENTALCONSULTANT TO REIVEW THE SMP AND PLANNED EXACAVATION AND GRADING ACTIVITIES. 3. ALL INTRUSIVE EARTHWORK (I.E., EXCAVATION, GRADING), DISTRUBANCE TO SOIL, AND LOAD-OUT OF ALLEXCAVATED MATERIAL WILL BE OVERSEEN BY A QUALIFIED ENVIRONMENTAL PROFESSIONAL (QEP) ORPERSON UNDER THEIR SUPERVISION / THAT WILL BE RETAINED BY THE OWNER. 4. THE CONTRACTOR SHALL NOTIFY THE QEP AT LEAST 48-HRS IN ADVANCE OF ANY SOIL DISTURBANCES SOTHAT AN ENVIRONMENTAL MONITOR CAN BE MOBILIZED TO THE SITE TO IMPLEMNET THE REQUIREDENVIRONMENTAL MONITORING. 5. THE QEP/ENVIRONMENTAL MONITOR, RETAINED BY THE OWNER, SHALL BE RESPONSIBLE FOR THEFOLLOWING: a. COMMUNITY AIR MONITORING TO BE COMPLETED DURING ALL SOIL DISTURBANCES. b. SCREENING OF ALL SOILS THAT ARE DISTURBED USING VISUAL, OLFACTORY, AND INSTRUMENTS BYA QUALIFIED ENVIRONMENTAL PROFESSIONAL OR PERSON UNDER THEIR SUPERVISION. c. SOIL/FILL REUSE TESTING AS NEEDED. d. ALL CORRESPONDENCE AND DISCUSSIONS WITH NYSDEC OR OTHERS IN RELATION TOENVIRONMENTAL MATTERS. 6. THE CONTRACTOR SHALL, PRIOR TO MOBILIZING TO THE SITE, PROVIDE A HEALTH AND SAFETY PLAN (HASP) TO THE ENGINEER FOR THEIR RECORDS. THE HASP SHALL INCLUDE PROPER PROCEDURE ANDPROTOCOLS FOR THE WORK BASED ON THE ENVIRONMENTAL INFORMATION IN THE SMP AND OTHERPRIOR REPORTS. 7. ALL EXCAVATED SOILS / FILL WILL BE SEGREGATED BY THE CONTRACTOR, BASED ON DIRECTION FROM THE QEP/ENVIRONMENTAL MONITOR, AND THE SEGREGATED MATERIALS WILL EITHER BE STOCKPILED FOR OFF-SITE DISPOSAL, ON-SITE REUSE, OR OFF-SITE RE-USE. SOIL/FILL PROPOSED FOR ON-SITE OR OFF-SITEREUSE MAY REQUIRE ANALYTICAL TESTING AS DETERMINED BY NYSDEC. ANY ANALYTICAL TESTING FOR REUSE SHALL BE CONDUCTED BY THE QEP/ENVIRONMETNAL MONITOR AND THE TESTING RESULTS WILLDETERMINE IF THE MATERIAL IS ACCEPTABLE FOR REUSE. THE TIME FOR TESTING AND CONFIRMINGREUSE MAY VARY AND THE CONTRACTOR SHALL MAINTAIN STOCKPILES UNTIL THE TESTING RESULTS AREAVAILABLE AND A DETERMINATION IS MADE BY THE QEP TO CONFIRM REUSE OF SOIL/FILL. 8. ALL SOIL/FILL PROPOSED FOR OFF-SITE DISPOSAL (OR SOIL/FILL INITIALLY PROPOSED FOR REUSE BUTTHROUGH TESTING DETERMINED TO REQUIRE OFF-SITE DISPOSAL) SHALL BE CHARACTERIZED FOR WASTEDISPOSAL BY THE CONTRACTOR. 9. ALL OFF-SITE DISPOSAL SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE (INCLUDING 6NYCRR PART 360),AND FEDERAL REGULATIONS. THE CONTRACTOR SHALL ONLY UTILIZE DISPOSAL FACILITIES THAT AREPERMITTED FOR DISPOSAL OF THE WASTE AND CONTRACTOR SHALL PROVIDE A LIST OF PROPOSEDFACILITIES PRIOR TO ANY SOIL OR FILL MATERIAL BEING SENT OFF-SITE. THE CONTRACTOR SHALL PROVIDE THE QEP/ENVIRONMENTAL MONITOR ALL WASTE DISPOSAL DOCUMENTATION WITHIN 48-HRS OF RECEIPT. WASTE DISPOSAL DOCUMENTATION SHALL INCLUDE APPROVED WASTE PROFILE(S), FULLYEXECUTED WASTE MANIFESTS AND WASTE DISPOSAL WEIGH TICKETS. THE CONTRACTOR SHALL NOTRECEIVE PAYMENT FOR ANY WASTE DISPOSAL UNTIL ALL DISPOSAL DOCUMENTATION IS PROVIDED TO THE QEP/ENVIRONMENTAL MONITOR. 10. ALL EXCAVATED SOIL/FILL STOCKPILED WILL BE PLACED BY THE CONTRACTOR ON MINUMUM 6-MILPOLYETHYLENE (POLY) SHEETING WITH PERIMETER BERMS AND COVERED WITH WEIGHTED DOWN POLYAT THE END OF EACH DAY. 11. ALL SOIL/FILL GENERATED FROM THE SITE SHALL NOT LEAVE THE SITE BOUNDARY WITHOUT AUTHORIZATION FROM THE QEP/ENVIRONMENTAL MONITOR. 12. ANY WATER (GROUNDWATER OR PRECIPITATION) ENCOUNTERED IN THE EXCAVATION AREAS SHALL BECONTAINERIZED AND SAMPLED FOR WASTE CHARACTERIZATION BY THE CONTRACTOR PRIOR TO OFF-SITEDISPOSAL. 13. ANY FREE PRODUCT (OIL/PETROLEUM OR OTHER CHEMICALS) SHALL BE CONTAINERIZED AND SAMPLEDFOR WASTE CHARACTERIZATION BY THE CONTRACTOR PRIOR TO OFF-SITE DISPOSAL. 14. ALL WATER AND FREE PRODUCT SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE REGULATIONSBY THE CONTRACTOR. THE CONTRACTOR SHALL PROCURE ANY REQURIED PERMITS FOR DISPOSAL OFLIQUIDS (E.G., TEMPORARY SEWER USE PERMIT FROM LOCAL PUBLIC OWNED TREATMENT WORKS). 15. DUST AND ODOR SHALL BE MANAGED BY THE CONTRACTOR PER SMP AND AS REQUESTED BY THEQEP/ENVIRONMENTAL MONITOR (E.G., WETTING EXCAVATION SURFACES, MODIFYING WORK PROCEDURES, UTILIZING ODOR SUPRESSANTS, ETC.). 16. THE CONTRACTOR SHALL SECURE THE SITE FROM ACCESS BY THE PUBLIC AND SECURE AREAS OF EXCAVATION WITH CONSTRUCTION FENCING, AS NEEDED, BASED ON FIELD FINDINGS/OBSERVATIONS AND AS REQUESTED BY THE QEP/ENVIRONMENTAL MONITOR. 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width DENSE VEGETATION M O R S E P L A C E ROAD A RO A D B DRIVE C DR I V E D Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system prior to digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) LEGEND SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY 00 30'60' FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com EXISTING CONDITIONS C200 STREAM SETBACK ZONE 2 LIMITS OF APPALACHIAN OAK - HICKORY FOREST STREAM SETBACK ZONE 1 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width 18 16 23 21 5 28 PROJECT BOUNDARY PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV FEVEVFEV FEV FEVFEVFEV FEVFEV FEV EV EV EV FEV FEV FEV FEV EV FEV FEV FEV FEVFEVFEVFEVFEVFEV FEV FEV DANBY ROAD DRIVEV D D D D D NO PARKING - FIRE LANE NO PARKING - FIRE LANE NO PARK I N G - F I R E L A N E 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com OVERALL SITE PLAN C300 N. Y. S. R O U T E 9 6 B N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width 18 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 9 UNIT APARTMENT FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV DRIVEIV NO PARKING - FIRE LANE SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com SITE PLAN C301 00 15'30' N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width 18 16 23 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV FEVEVFEV FEV FEV FEV FEV DANBY ROAD NO PARKING - FIRE LANE NO PARKING - FIRE LANE SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com SITE PLAN C3020015'30' 2 0 ' S A N I T A R Y S E W E R R - O - W PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 FEVFEV DRIVEV D D SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com SITE PLAN C303 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W 16 23 21 28 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 LOADING AREA EV EV FEV FEV FEV FEV FEV NO PARKING - FIRE LANE NO PARKING - FIRE LANE SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com SITE PLAN C304 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W 16 23 21 5 28 PROJECT BOUNDARY PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 MAINT.SHED LOADING AREA FEVFEV FEV EV EV EV FEV FEV FEV FEV EV FEV FEV FEV FEVFEVFEVFEVFEVFEV FEV FEV D D D D NO PAR K I N G - F I R E L A N E SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com SITE PLAN C305 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width M O R S E P L A C E ROAD A RO A D B DRIVE C DR I V E D PROJECT BOUNDARY PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y D D D PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 DANBY ROAD DRIVE V Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com OVERALL GRADING PLAN C306 N. Y. S. R O U T E 9 6 B N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 9 UNIT APARTMENT FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 DRIVE IV Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) 00 15'30' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GRADING PLAN C401 N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 DANBY ROAD Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GRADING PLAN C402 00 15'30' 2 0 ' S A N I T A R Y S E W E R R - O - W RO A D B DR I V E D PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED DRIVE V Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GRADING PLAN C403 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W MORSE P L A C E ROAD A DRIVE C PROJECT B O U N D A R Y PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 LOADING AREA Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) 00 15'30' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GRADING PLAN C404 2 0' S A N I T A R Y S E W E R R - O - W PROJECT BOUNDARY PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 MAINT.SHED LOADING AREA Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) 00 15'30' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com GRADING PLAN C405 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com SEGMENTAL WALL DETAILS C406 < 4' TALL RETAINING WALLS · · · · · · · > 4' TALL RETAINING WALLS GEOSYNTHETIC REINFORCEMENT TABLE WALL ABUTMENT DETAIL PAVEMENT AT BASE OF WALL STEPPING BASE DETAIL PINNING DETAIL DRAIN DETAIL CAPPING DETAIL - PROFILE CURVE CAPPING DETAIL - PLAN GEOSYNTHETIC AT STRUCTURES BEHIND WALL NOTE:ALL RETAINING WALL SHOP DRAWINGS, DESIGN CALCULATIONS, AND SUPPORTING DOCUMENTATION, INCLUDING THOSE FOR THE BASIS-OF-DESIGN SYSTEM (VERSA-LOK), SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW YORK. 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 DANBY ROAD DRIVE V 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system prior to digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com WALL LOCATIONS C407 CONCRETE RETAINING WALL LOCATIONS SEGMENTAL RETAINING WALL LOCATIONS 1 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width W W W W W W W W W PROJECT BOUNDARY PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y W W ST ST ST ST SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UG / E UG/ E ST ST ST ST ST ST ST ST ST W W W W W W W W W W W W W W W W W W W W W UG / E UG / E UG/ E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/ E UG/ E UG/ E PROPOSED STORM W A T E R TREATMENT CHAMBER S (UPPER) PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) D D PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA ST ST ST PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 ST ST ST ST ST ST UG / E UG / E UG / E UG / E UG/E UG/E UG/E UG/E UG/E UG/E UG / E UG/E UG/E UG/E UG/E UG/E PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) W W W W W W SAN SAN SAN DANBY ROAD DRIVE V SAN SAN ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UG/E UG / E UG/ E UG / E UG / E UG / E UG / E UG/ E UG/E UG/E UG/E UG/E SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN STST STRUCTURE TABLE STRUCTURE NAME:RIM ELEV.PIPES IN:PIPES OUT STRUCTURE TABLE STRUCTURE NAME:RIM ELEV.PIPES IN:PIPES OUT STRUCTURE TABLE STRUCTURE NAME:RIM ELEV.PIPES IN:PIPES OUT STRUCTURE TABLE STRUCTURE NAME:RIM ELEV.PIPES IN:PIPES OUT BY OTHER S LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com FE Project Number 2011.104-008 OVERALL UTILITY PLAN C500 1 MORSE P L A C E ROAD A W W W W W W W W W W W W W W W W W W W PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y ST ST ST ST SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SA N SA N SA N SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST W W W W W W UG/E UG/E UG/E UG/E UG/ E UG/ E UG/ E PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 9 UNIT APARTMENT FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 ST ST ST ST UG / E UG / E UG / E UG / E UG / E UG / E UG / E UG / E DRIVE IV LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com UTILITY PLAN C501 00 15'30' ROAD A W W W W W W W W W W W W W W W W W W W DR I V E D PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y W W W W W W SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SA N SA N SA N SA N SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/ E UG/ E UG/ E PROPOSED STORM W A T E R TREATMENT CHAMBE R S (UPPER) PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 ST ST ST ST ST ST ST ST ST ST ST ST UG / E UG / E UG / E UG / E UG / E UG / E UG / E UG / E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG / E UG / E DANBY ROAD ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com UTILITY PLAN C502 00 15'30' 1 2 0 ' S A N I T A R Y S E W E R R - O - W RO A D B DR I V E D PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y UG / E PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 UG / E UG / E W W W W W SAN SAN SAN DRIVE V ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UG/E UG/E UG / E UG / E UG / E UG / E UG / E UG/ E UG / E UG / E UG / E UG / E UG / E UG/ E UG / E UG/ E UG/ E UG/E UG/E UG/E UG/E LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com UTILITY PLAN C503 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W MORSE P L A C E ROAD A DRIVE C W W W W W W W W PROJECT B O U N D A R Y ST ST ST ST ST ST ST ST SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SA N SA N SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N SA N SA N SA N SA N SA N SA N SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST W W W W W W W W W W W W W W W W W W W W W W W W W W W UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/ E UG/ E UG/ E UG / E PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 LOADING AREA ST ST ST ST ST ST ST ST ST ST ST ST ST PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN ST ST LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com UTILITY PLAN C504 00 15'30' 2 0' S A N I T A R Y S E W E R R - O - W PROJECT BOUNDARY PR O J E C T B O U N D A R Y SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SA N SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UG/ E UG / E UG / E UG/ E UG/E ST ST ST ST ST W W W W W W W W W W W W W W W W W W W W W W W W W UG / E UG/ E UG / E UG/ E UG/ E UG / E UG/ E UG/ E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG / E UG/ E UG / E UG / E UG / E PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 MAINT.SHED LOADING AREA ST ST ST ST ST ST UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E PROPOSED STORM WATER TREATMENT CHAMBERS (LOWER) ST ST W W W W W W W W W W W W W SAN SAN SAN SAN SAN SAN SAN SA N SAN SAN SA N ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST UG/ E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E UG/E SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN ST ST ST ST LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com UTILITY PLAN C505 00 15'30' -0+50 0+00 74 8 . 1 9 1+00 75 1 . 6 1 74 9 . 0 6 2 2+00 75 1 . 8 3 75 0 . 1 4 8 3+00 75 1 . 7 2 75 0 . 6 5 9 4+00 75 1 . 2 0 75 1 . 1 5 9 5+00 75 2 . 2 7 75 1 . 6 5 9 6+00 75 1 . 1 1 75 2 . 1 5 9 7+00 75 2 . 3 1 75 2 . 8 8 0 8+00 75 2 . 3 3 75 8 . 4 3 6 9+00 9+25 -0+50 0+00 72 4 . 6 6 72 4 . 6 5 7 1+00 72 6 . 9 2 72 6 . 9 2 4 2+00 72 7 . 7 2 72 7 . 7 1 5 3+00 72 7 . 6 0 72 7 . 6 0 0 4+00 73 2 . 1 9 73 2 . 1 9 4 5+00 74 1 . 9 5 74 1 . 9 5 1 6+00 75 3 . 1 9 75 3 . 1 9 1 6+50 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY ROAD A PROFILE ROAD B PROFILE DRIVE C PROFILE DRIVE D PROFILE 00 30'60' 00 10'20' FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com ROADWAY PROFILES C600 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY CB-3 THRU CB-14 00 30'60'00 10'20' DMH-5 THRU CB-11 CB-3 THRU CB-8 ES-1 THRU CB-2 EXIST. SMH THRU SMH-9 SMH-4 THRU SMH-6 FE Project Number 2011.104-008 SMH-19 RELOCATION 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com SEWER PROFILES C601 CB-11 THRU CB-22 ES-7 THRU CB-24 CONDITION SCHEMATIC REQUIREMENTS WATERMAIN / SEWER CROSSING DETAIL Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY R7-8 PARKING AREA LIGHTING DETAIL TYPICAL STOP SIGNTYPICAL HC PARKING SIGN TYPICAL SIGN INSTALLATION HEAVY DUTY REGULAR DUTY N.Y. PARKING AREA PAVEMENT SECTIONS CONCRETE SIDEWALK NOTES CONCRETE SIDEWALK SECTION 6" CONCRETE CURB TYPICAL ELEVATION AT THRUST BLOCKTHRUST BLOCK AT TEE PLAN VIEW THRUST BLOCKS AT BEND PLAN VIEW NOTES: NOTES: NOTES : WATER MAIN WET TAP SLEEVE AND VALVE DETAIL TYPICAL THRUST BLOCK DETAILS TYPICAL PIPE TRENCH DETAIL FIRE HYDRANT ASSEMBLY DETAIL GATE VALVE DETAIL FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com CIVIL DETAILS C700 Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY EXTERIOR DROP INLET MANHOLE NOTES FLAT SLAB TOP ECCENTRIC CONE TOP MANHOLE DETAILS SANITARYSEWER ROUND FLANGE CAST IRON MANHOLE FRAME AND COVER CROSS SECTION PLAN VIEW CLEANOUT COVER DETAIL IN-LINE CLEANOUT DETAIL SEWER CLEANOUT DETAIL 4' DIA. CATCH BASIN DETAIL 2'x2' CATCH BASIN DETAIL FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com CIVIL DETAILS C701 TRENCH PLUG INSTALLATION DETAIL Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com STORM CHAMBER DETAILS C800 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com STORM CHAMBER DETAILS C801 Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY Sheet: 5File: ..\SWPPP\StormTech\Lower\The_Woods_Lower.pdfMissing or invalid reference 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com STORM CHAMBER DETAILS C802 STORMTECH OUTLET STRUCTURE DETAIL AQUA BOX OUTLET STRUCTURE DETAIL 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width M O R S E P L A C E ROAD A RO A D B DRIVE C DR I V E D PROJECT BOUNDARY PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y D PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 DANBY ROAD DRIVE V SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSF LEGEND E&S PLAN NOTES: 1. ONLY LIMITED DISTURBANCE WILL BE PERMITTED TO PROVIDE ACCESS TO THE SITE FOR GRADING AND ACQUIRING BORROW TO CONSTRUCT THOSE BMPS. 2. EROSION AND SEDIMENT BMPS MUST BE CONSTRUCTED, STABILIZED, AND FUNCTIONAL BEFORE SITE DISTURBANCE BEGINS WITHIN THE TRIBUTARY AREAS OF THOSE BMPS. 3. AFTER FINAL SITE STABILIZATION HAS BEEN ACHIEVED, TEMPORARY EROSION AND SEDIMENTBMPS MUST BE REMOVED. AREAS DISTURBED DURING REMOVAL OF THE BMPS MUST BE STABILIZED IMMEDIATELY. 4. STOCKPILE HEIGHTS MUST NOT EXCEED 35 FEET. STOCKPILE SLOPES MUST BE 2:1 OR FLATTER. 5. UNTIL THE SITE IS STABILIZED, ALL EROSION AND SEDIMENT BMPS MUST BE MAINTAINED PROPERLY. MAINTENANCE MUST INCLUDE INSPECTIONS OF ALL EROSION AND SEDIMENT BMPS AFTER EACH RUNOFF EVENT AND ON A WEEKLY BASIS. ALL PREVENTATIVE AND REMEDIAL MAINTENANCE WORK, INCLUDING CLEAN OUT, REPAIR,REPLACEMENT, REGRADING, RESEEDING, REMULCHING AND RENETTING MUST BE PERFORMED IMMEDIATELY. IF EROSION AND SEDIMENT CONTROL BMPS FAIL TO PERFORM AS EXPECTED, REPLACEMENT BMPS, OR MODIFICATIONS OF THOSE INSTALLED WILL BE REQUIRED. 6. SITE CONTRACTOR TO BECOME CO-PERMITTEE PRIOR TO EARTHWORK ACTIVITIES COMMENCING. SITE CONTRACTOR IS RESPONSIBLE FOR ALL CONDITIONS OF THE E&S PERMITS. CONSTRUCTION SEQUENCE 1. ALL PAGE NUMBERS (P. 5*.**) REFER TO THE NEW YORK STATE GUIDELINES FOR URBAN EROSION AND SEDIMENT CONTROL. 2. INSTALL STABILIZED CONSTRUCTION ENTRANCE (P. 5A.75). WIDTH: - TWELVE (12) FT. MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. IF ONLY ONE ENTRANCE IS USED THE MINIMUM WIDTH SHALL BETWENTY-FOUR (24) FEET. 3. STANDARD SILT FENCE (P. 5A.19) SHALL THEN BEPLACED AROUND ALL DISTURBED AREAS. 4. CLEAR AND GRUB THE SITE. STRIP TOPSOIL AND STOCKPILE ON-SITE WITH PERIMETER SILT FENCE AND VEGETATIVE COVER. 5. CONSTRUCT BUILDING FOUNDATION AND ENCLOSE BUILDING. 6. CONSTRUCT STORM WATER BASINS AND PERFORMLAND GRADING IN ACCORDANCE WITH MANUAL (P. 5B.49). INSURE ALL RUNOFF IS DIVERTED TO THE SEDIMENT BASIN UNTIL THE SITE IS STABILIZED(80% COVERAGE). 7. CONSTRUCT PROPOSED STORM SEWER AND INSTALL TEMPORARY SEDIMENT TRAPS (P. 5A.41) AT EACH INLET. 8. INLET PROTECTION (P. 5A.27) SHALL BE PLACED AROUND ALL STORM DRAIN INLETS. UTILIZE TYPE IIIN AREAS OF EXCAVATION AND TYPE III IN PAVEMENT AREAS. CONVERT ALL FABRIC DROP INLET PROTECTION TO TYPE III IN-PAVEMENT PROTECTION UPON PAVING WITHIN PROJECT AREA. 9. INSTALL ROCK OUTLET PROTECTION (P. 5B.21) AT ALL STORM SEWER OUTLETS. 10. FINALIZE CONSTRUCTION OF MAIN PROJECTELEMENTS INCLUDING INFRASTRUCTURE AND NEW PAVEMENT. 11.SPREAD TOPSOIL, FINE GRADE, SEED, MULCH AND ESTABLISH VEGETATIVE COVER. 12..REMOVE SEDIMENT FROM ANY SEDIMENT TRAPS OR BASINS. 13.REMOVE TEMPORARY EROSION CONTROLMETHODS WHEN CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com E & S PLAN C900 STANDARD AND SPECIFICATIONS FOR LAWN AREA IMPROVEMENT · · · · · · · · · · · · PROFILE PLAN VIEW CONSTRUCTION SPECIFICATIONS STABILIZED CONSTRUCTION ENTRANCE FILTER FABRIC STORM DRAIN PROTECTION SPECIFICATIONS FOR SILT FENCE PROTECTION BURIED FABRICDROP INLET WITH GRATE 2"X4" WOOD FRAME GATHER EXCESS AT CORNERS FRAME FABRIC STAKE RAIN GARDEN DETAIL Shrubs Witch HazelHamemelis virginiana Winterberry Ilex verticillata ArrowwoodViburnum dentatum Brook-side AlderAlnus serrulata Red-Osier DogwoodCornus stolonifera Sweet Pepperbush Clethra alnifolia Herbaceous Plants Cinnamon FernOsmunda cinnamomea Cutleaf Coneflower Rudbeckia laciniata WoolgrassScirpus cyperinus New England AsterAster novae-angliae Fox SledgeCurex vulpinoidea Spotted Joe-Pye WeedEupatorium maculatum Switch GrassPanicum virgatum Great Blue Lobelia Lobelia siphatica Wild Bergamot Monarda fistulosa Red MilkweedAsclepias incarnate Suggested Rain Garden Plant List RIP-RAP OUTLET APRON DETAIL OUTLET No. PIPE DIA. (in) Q (cfs) V (fps) STONE DIA. (in) W1 (ft) W2 (ft) L (ft) D (in) PERSPECTIVE VIEW SILT FENCING SECTION CONSTRUCTION SPECIFICATIONS FOR FABRICATED SILT FENCE SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 7/07/2026 Town Preliminary Plan Submission 25189.00 JBG JBG RSN BEACON COMMUNITIES -THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com SOIL STOCKPILING NOTES: SOIL STOCKPILE DETAIL SLOPEINSTALLATIONDETAIL Drawing Not To Scale 1. Prepare soil before installing rollederosion control products (RECPs),including any necessaryapplication of lime, fertilizer, andseed.2. Begin at the top of the slope byanchoring the RECPs in a 6"(15cm) deep X 6"(15cm) wide trench with approximately 12" (30cm) of RECPs extended beyondthe up-slope portion of the trench.Anchor the RECPs with a row ofstaples/stakes approximately 12"(30cm) apart in the bottom of thetrench. Backfill and compact thetrench after stapling. Apply seed tothe compacted soil and fold theremaining 12"(30cm) portion of RECPs back over the seed and compacted soil. Secure RECPs over compacted soil with a row of staples/stakes spacedapproximately 12"(30cm) apartacross the width of the RECPs.3. Roll the RECPs (A) down or (B)horizontally across the slope.RECPs will unroll with appropriateside against the soil surface. AllRECPs must be securely fastenedto soil surface by placingstaples/stakes in appropriatelocations as shown in the staplepattern guide.4. The edges of parallel RECPs mustbe stapled with approximately 2" - 5" (5-12.5cm) overlap depending on the RECPs type.5. Consecutive RECPs spliced downthe slope must be end over end(Shingle style) with an approximate3"(7.5cm) overlap. Staple throughoverlapped area, approximately12"(30cm) apart across entireRECPs width. Drawn on: 3-16-11 Disclaimer: The information presented herein is general design information only. For specific applications, consult an independent professional for further design guidance. 2"-5"(5-12.5cm) 3B 4 2 5 1 3A 12"(30cm) 6"(15cm) 6"(15cm) *NOTE:In loose soil conditions, the use ofstaple or stake lengths greater than6"(15cm) may be necessary toproperly secure the RECP's. 3"(7.5cm) 5401 St. Wendel - Cynthiana Rd.Poseyville, IN 47633 PH: 800-772-2040www.tensarnagreen.com E & S DETAILS C901 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B C O D D I N G T O N R O A D N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width M O R S E P L A C E ROAD A RO A D B DRIVE C DR I V E D 18 16 23 21 5 28 PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTM E N T BUILDING A2 FFE BASEMENT: 77 6 . 0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT . SHED LOADING AREA PROPOSED 9 UNIT APARTM E N T BUILDING A1 FFE BASEMENT: 77 5 . 5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV FEVEVFEV FEV FEVFEVFEV FEVFEV FEV EV EV EV FEV FEV FEV FEV EV FEV FEV FEV FEVFEVFEVFEVFEVFEV FEV FEV DRIVE IV DANBY ROA D DRIVE V 97870.66 Sf. 2.25 Acres = = == = = = = = = = = = = = = = == = 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG PROPERTY PLAT JBG RSN CP BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44 Buffalo, NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system prior to digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig! 1-800-962-7962 Dig Safely New York (non-members must be contacted separately) 113 East Chemung Place Elmira N.Y. 14904 Phone (607) 734-2165 Fax (607) 734-2169 www.FaganEngineers.com 1 FE Project Number 2011.104-008 PROJECT PARCEL 6.09 Acres PUBLIC RIGHT-OF-WAY 0.70 Acres A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS BUILDING A1/A2 EXTERIOR ELEVATIONS 4 - BUILDING A1 - FACING BUILDING A23 - BUILDING A1 - FACING PARKING2 - BUILDING A1 - SIDE1 - BUILDING A1 - FACING DANBY 1 2 3 4 TRESPA PURA NFC 7" PLANKWESTERN RED CEDAR PAC-CLAD 7/8" CORRUGATED PANELINKWELLJAMES HARDIE BOARD AND BATTENRICH ESPRESSO GAF TIMBERLINE ASPHALT SHINGLESMISSION BROWNACM PANELINKWELL ACM PANELINKWELL JAMES HARDIE BOARD AND BATTENWOODSTOCK BROWN (A2) A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - B1 3 - FACING ROAD A 4 - FACING B22 - FACING GREEN SPACE1 - SIDE ELEVATION 1 2 3 4 TRESPA PURA NFC 7" PLANKWESTERN RED CEDARHARDIE BOARD 6" PLANKMOUNTAIN SAGEHARDIE BOARD 6" PLANKTIMBER BARK STANDING SEAM METAL ROOFINKWELL PAC-CLAD 7/8" CORRUGATED PANELINKWELLPAC-CLAD 7/8" CORRUGATED PANELINKWELL A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - B2 3 - FACING ROAD A2 - FACING GREEN SPACE1 - FACING B3 HARDIE BOARD 6" PLANKBOOTHBAY BLUE 12 3 STANDING SEAM METAL ROOFINKWELL PAC-CLAD 7/8" CORRUGATED PANELINKWELL HARDIE BOARD 6" PLANKMOUNTAIN SAGE HARDIE BOARD 6" PLANKTIMBER BARK TRESPA PURA NFC 7" PLANKWESTERN RED CEDAR A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - B3 2 - FACING ROAD A1 - FACING GREEN SPACE HARDIE BOARD 6" PLANKBOOTHBAY BLUESTANDING SEAM METAL ROOFINKWELL PAC-CLAD 7/8" CORRUGATED PANELINKWELL HARDIE BOARD 6" PLANKMOUNTAIN SAGE HARDIE BOARD 6" PLANKTIMBER BARK TRESPA PURA NFC 7" PLANKWESTERN RED CEDAR 2 1 GAF TIMBERLINE ASPHALT SHINGLESMISSION BROWN LINK TOC2 A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - C1 1 - FACING ROAD A2 - FACING COURTYARD 3 - FACING DRIVE C 3 1 2 PAC-CLAD 7/8" CORRUGATED PANELHEMLOCK GREEN PAC-CLAD M-42 METAL PANELHARTFORD GREEN FINEX PANEL JAMES HARDIE - SMOOTH PANELLIGHT MIST TRESPA PURA NFC 7" PLANKWESTERN RED CEDAR OMEGA-LITE ACM PANELCOPPERTONE (METALLIC) LINK TOC3 LINK TOC1 A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - C2 1 - FACING ROAD A2 - FACING C3 3 - FACING DRIVE C4 - FACING COURTYARD 3 1 24 PAC-CLAD 7/8" CORRUGATED PANELHEMLOCK GREEN PAC-CLAD M-42 METAL PANELHARTFORD GREEN FINEX PANEL JAMES HARDIE - SMOOTH PANELLIGHT MIST TRESPA PURA NFC 7" PLANKWESTERN RED CEDAR OMEGA-LITE ACM PANELCOPPERTONE (METALLIC) LINK TOC2 A1 A2 B1 B2 B3 C1 C2 C3 BEACON COMMUNITIES - THE WOODS EXTERIOR ELEVATIONS - C3 1 - FACING ROAD A2 - SIDE FACING ROUNDABOUT 3 - FACING DRIVE C4 - FACING C2 PAC-CLAD 7/8" CORRUGATED PANELHEMLOCK GREEN PAC-CLAD M-42 METAL PANELHARTFORD GREEN FINEX PANEL JAMES HARDIE - SMOOTH PANELLIGHT MIST OMEGA-LITE ACM PANELCOPPERTONE (METALLIC) 1 23 4 Imagery - The Woods VIEW 1 VIEW 2 GROUND +0' - 0" M - LEVEL 1 +10' - 4" M - LEVEL 2 +21' - 0 3/4" M - ROOF +30' - 1" 12 20 20 20 16 21 21 23 23 18 12 26 27 28 2 A310 - A 2 A311 - A 18 2639 40 40 GROUND +0' - 0" M - LEVEL 1 +10' - 4" M - LEVEL 2 +21' - 0 3/4" M - ROOF +30' - 1" 1 A310 - A 1220 20 1 12 1 1 21 21 14 2323 1818 2626 28 3 A311 - A 37 40 40 40 40 5 A311 - A 6 A311 - A GROUND +0' - 0" M - LEVEL 1 +10' - 4" M - LEVEL 2 +21' - 0 3/4" M - ROOF +30' - 1"20 20 12 12 1 21 21 19 1414 23 23 26 28 38 38 38 38 38 38 38 38 7 A311 - A M - LEVEL 1 +10' - 4" M - LEVEL 2 +21' - 0 3/4" M - ROOF +30' - 1" 12 19 20 12 20 1 21 21 1423 2318 26 14 27 14 14 38 5 A311 - A 6 A311 - A SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number A1 A2 N 7/ 6 / 2 0 2 6 1 : 1 8 : 2 2 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATIONS ANDDETAILS BG RL A201 - A CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 FRONT ELEVATION - BLDG A1 (BLDG A2 OPP HAND) 1/8" = 1'-0"2 SIDE ELEVATION - BLDG A1 (BLDG A2 OPP HAND) 1/8" = 1'-0"3 BACK ELEVATION - BLDG A1 (BLDG A2 OPP HAND) 1/8" = 1'-0"4 SIDE ELEVATION - BLDG A1 (BLDG A2 OPP HAND) ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 12 12 1A 1A 9 931 31 18 18 18 77 25 3 41 ' - 0 " 3 3 143 141414 32 32 34 34 37 39 41 29 36 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 1A 22 18 30 14 3 A311 - B 38 38 38 38 38 38 41 29 36 TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 12 12 1A 1A 31 25 26 31 14 14 3133 14 33 3232 32 32 3434 9 A310 - B 29 36 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 1A 22 36 14 30 30 3 A310 - B 4 A310 - B A310 - B 9TYP 29 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number B1 N 7/ 6 / 2 0 2 6 1 : 1 8 : 2 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATIONS ANDDETAILS BG CZ A201 - B1 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 FRONT ELEVATION - BLDG B1 1/8" = 1'-0"2 SIDE ELEVATION - BLDG B1 1/8" = 1'-0"3 BACK ELEVATION - BLDG B1 1/8" = 1'-0"4 SIDE ELEVATION - BLDG B1 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING 1 TBD ADDENDUM 1 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 1 A310 - B 3 14 12 12 12 31 1 1 18 18 18 18 7 7 9 92525 141414 31 31 31 31 3 33 3 3 3 3 323232 343433 5 A310 - B 3739 BU I L D I N G B 3 41 29 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 30 22 1 14 18 38 38 29 36 TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 32 14 12 25 31 31 1 1 25 26 25 26 14 3 3 3 3 1414 31313133 3434 32 32 32 32 32141414 5 A310 - B29 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 22 1 18 1 14 30 30 1 HR FIRE RATED EXTERIOR WALL. UL DESIGN U326 23 38 38 38 38 38 38 38 29 36 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number B2 N 7/ 6 / 2 0 2 6 1 : 1 9 : 0 2 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATIONS ANDDETAILS BG CZ A202 - B2 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 FRONT ELEVATION - BLDG B2 1/8" = 1'-0"2 SIDE ELEVATION - BLDG B2 1/8" = 1'-0"3 BACK ELEVATION - BLDG B2 1/8" = 1'-0"4 SIDE ELEVATION - BLDG B2 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 12 1 12 1 12 14 25 31 34 18 18 18 18 7 7 7 7 9 9 9 9252525 3 14 14 1414 14 12 3 3 3 3 3 3 3 3 3 3 3 31 31 3131313134 32 3232 33 1 A311 - B 2929 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 1 22 18 29 30 14 38 38 38 38 38 38 TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 14 31 1 1 25 26 26 26 25 25 14 14 14 14 31313131313133 14 1414 3 3 3 3 3 3 32 32 32 32 32 343472929 GROUND +0' - 0" TH - LEVEL 1 +11' - 6" TH - LEVEL 2 +22' - 1" TH - ROOF +31' - 2 1/8" 30 1 22 29 1 HR FIRE RATED EXTERIOR WALL. UL DESIGN U326 14 18 38 38 38 38 38 38 36 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number B3 N 7/ 6 / 2 0 2 6 1 : 1 9 : 1 9 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATIONS ANDDETAILS BG CZ A203 - B3 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 FRONT ELEVATION - BLDG B3 1/8" = 1'-0"2 SIDE ELEVATION - BLDG B3 1/8" = 1'-0"3 BACK ELEVATION - BLDG B3 1/8" = 1'-0"4 SIDE ELEVATION - BLDG B3 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 161511 3 291213 7 51 46 1713 59310121 9 4236 36363739 18 18 3 1 5 18 11 13715 17 11 4 12 10' - 0" 10 ' - 6 " LINK TOC2 6 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 A310 - C 1 2 3 4 5 111211 6 13 1215 9 13 36 18 3 2 1 5 4 1213 10 12 9 4 3 9 5 18 OU T S I D E C O R N E R 36 MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1412 5 4 9 3 10 2 913 9 36 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 5 4 9 13 1114 912 1 18 10' - 0" 2-HR FIRE-RESISTANCE RATED EXTERIOR WALLS WITHIN DASHED AREA PER UL DESIGN U301 7 OU T S I D E C O R N E R 1 36 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number C1 N 7/ 6 / 2 0 2 6 1 : 2 1 : 5 5 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATION ANDDETAILS - BLDG C1 BG CZ A201 - C1 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 BACK ELEVATION - BLDG C1 1/8" = 1'-0"2 SIDE ELEVATION 2 - BLDG C1 1/8" = 1'-0"4 FRONT ELEVATION - BLDG C1 1/8" = 1'-0"5 FRONT ELEVATION - BLDG C1 1/8" = 1'-0"6 SIDE ELEVATION - BLDG C1 1/8" = 1'-0"3 SIDE ELEVATION - BLDG C1 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME 2 HR RATED EXTERIOR WALL PER UL DESIGN U301 - WALL CLADDING (REFER TO ELEVATIONS)- 1/4" GLASS MAT GYPSUM SHEATHING- (2) LAYERS 5/8" TYPE 'X' GLASS MAT GYPSUM SHEATHING- 2x6 WOOD STUDS- AIR SEALING SEALANT- 5-1/2" (R-23) MINERAL WOOL INSULATION- SMART VAPOR RETARDER- (2) LAYERS 5/8" TYPE 'X' GYP BD ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING 1 TBD ADDENDUM 1 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 65 3 121241 11 15 2 13 11 15213 99 13124 95 9 1 A311 - C 36 36 3739 18 18 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 53 1 563 213 2 131115 15 9 9 LINK TOC3 10' - 0"10' - 0" 10 ' - 6 " 2-HR FIRE-RESISTANCE RATED EXTERIOR WALLS WITHIN DASHED AREA PER UL DESIGN U301 LOADINGAREA 36 EQ EQ EQ EQ EQ EQ EQ GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 4351259 2 13 12111715 16 3 9 13 5 11 16 14 13 13 11 9 9 1 5 23636 2 A312 - C 5 A312 - C 4 A312 - C 41 11 1736 BEYOND 35 6 113 1711 7 1 18 14 11 15 11 13 9 12 4 1 5 10' - 0" 10 ' - 6 " LINK TOC1 2-HR FIRE-RESISTANCE RATED EXTERIOR WALLS WITHIN DASHED AREA PER UL DESIGN U301 36 EQ EQ EQ EQ EQ EQ EQ GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 13 4 125 9 279181115 OU T S I D E C O R N E R 10' - 0" SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number C2 N 7/ 6 / 2 0 2 6 1 : 1 9 : 1 2 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATION ANDDETAILS - BLDG C2 BG CZ A202 - C2 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 BACK ELEVATION - BLDG C2 1/8" = 1'-0"2 SIDE ELEVATION - BLDG C2 1/8" = 1'-0"3 FRONT ELEVATION - BLDG C2 1/8" = 1'-0"4 SIDE ELEVATION 2 - BLDG C2 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME 1/8" = 1'-0"5 SIDE ELEVATION - BLDG C2 2 HR RATED EXTERIOR WALL PER UL DESIGN U301 - WALL CLADDING (REFER TO ELEVATIONS)- 1/4" GLASS MAT GYPSUM SHEATHING- (2) LAYERS 5/8" TYPE 'X' GLASS MAT GYPSUM SHEATHING- 2x6 WOOD STUDS- AIR SEALING SEALANT- 5-1/2" (R-23) MINERAL WOOL INSULATION- SMART VAPOR RETARDER- (2) LAYERS 5/8" TYPE 'X' GYP BD ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING 1 TBD ADDENDUM 1 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 512436105 9189 11 17 215131236 4 A312 - C 39 6 A312 - C GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 15412 5 3 9 9 2 3 12 9 10 16 OU T S I D E C O R N E R 363736 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 3 10 12 9 9 53 51 2 49 13 2' - 0 " 2' - 1 1 7 / 8 " 9 GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 1 5 12 418 12 6103 9 21213 1117 15 9 9 OU T S I D E C O R N E R 36 4 A312 - C 36 6 A312 - C GROUND +0' - 0" MF - LEVEL 1 +11' - 6" MF - LEVEL 2 +22' - 7 7/8" MF - LEVEL 3 +33' - 9 3/4" MF - ROOF +42' - 10 1/8" 5 9 1 9 3 12 1 9 13221315 10' - 0" 10 ' - 6 " LINK TOC2 10' - 0" 2-HR FIRE-RESISTANCE RATED EXTERIOR WALLS WITHIN DASHED AREA PER UL DESIGN U301 LOADINGAREA A312 - C 436 6 OU T S I D E C O R N E R 36 SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number C3 N 7/ 6 / 2 0 2 6 1 : 1 9 : 2 7 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s_ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 SP EXTERIORELEVATION ANDDETAILS - BLDG C3 BG CZ A203 - C3 CONSTRUCTIONDOCUMENTS BEACON COMMUNITIES - THEWOODS Beacon Southworks - TheWoods 505 Ellicott St. Suite 44Buffalo, NY14203 June 12, 2026 620 South Aurora Street, Ithaca, NY14850 1/8" = 1'-0"1 BACK ELEVATION - BLDG C3 1/8" = 1'-0"2 BACK ELEVATION - BLDG C3 1/8" = 1'-0"3 SIDE ELEVATION - BLDG C3 1/8" = 1'-0"5 FRONT ELEVATION - BLDG C3 1/8" = 1'-0"6 FRONT ELEVATION - BLDG C3 1/8" = 1'-0"7 SIDE ELEVATION - BLDG C3 1/8" = 1'-0"4 SIDE ELEVATION - BLDG C3 ELEVATION KEY NOTES NO.DESCRIPTION 1 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(HEMLOCK GREEN) 1A 7/8" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER(INKWELL) 2 3/4" CORRUGATED METAL SIDING; BOD PAC-CLAD EXPOSED FASTNER M-36(HARTFORD GREEN) 3 FIBER CEMENT PANEL; BOD JAMES HARDIE BOARD (COBBLE STONE) 4 12" HIGH .050" PREFIN ALUMINUM BRAKE METAL WINDOW HEAD PANELWITH V-GROOVE 5 12" ALUMINUM COPING 6 8" ALUMINUM COPING 7 12" FIBER CEMENT TRIM WITH 0.50" PREFIN ALUM CAP AND DRIP EDGE 8 8" ALUMINUM TRIM 9 4"X4" CORNER TRIM; ALUMINUM 10 2" FIBER CEMENT TRIM WITH .050" PREFIN ALUMINUM CAP AND DRIP EDGE 11 ALUMINUM STOREFRONT SYSTEM 12 COMPOSITE CASEMENT WINDOW; BOD VWD WINDOWS 13 24" ACM PANEL; BOD OMEGA-LITE (COPPERTONE) 14 ACM PANEL; BOD OMEGA-LITE 15 ALUMINUM ENTRY CANOPY 16 INSULATED HOLLOW METAL DOOR 17 INSULATED COMPOSITE STOREFRONT DOOR AND FRAME 2 HR RATED EXTERIOR WALL PER UL DESIGN U301 - WALL CLADDING (REFER TO ELEVATIONS)- 1/4" GLASS MAT GYPSUM SHEATHING- (2) LAYERS 5/8" TYPE 'X' GLASS MAT GYPSUM SHEATHING- 2x6 WOOD STUDS- AIR SEALING SEALANT- 5-1/2" (R-23) MINERAL WOOL INSULATION- SMART VAPOR RETARDER- (2) LAYERS 5/8" TYPE 'X' GYP BD ELEVATION KEY NOTES NO.DESCRIPTION 18 HORIZONTAL WOOD-LOOK CLADDING; BOD TRESPA PURA NFC (WESTERNRED CEDAR) 19 LOCKABLE MTL HATCHWAY (BILCO) DOOR, PT 20 WOOD FAUX RAFTER TAILS 21 FIBER CEMENT BOARD AND BATTEN SIDING (RICH ESPRESSO AT A1,WOODSTOCK BROWN AT A2) 22 STANDING SEAM METAL ROOF 23 DOWNSPOUT TO CLEANOUT HUB AND UNDERGROUND STORM SYSTEM 25 FIBER CEMENT LAP SIDING 26 AZEK TRIM, PT 27 ALUMINUM CLAD WOOD COLUMNS 28 4" FIBER CEMENT TRIM WITH 0.050" PREFIN ALUM CAP AND DRIP EDGE 29 ALUMINUM K-SHAPE GUTTER 30 COMPOSITE FIXED WINDOW; BOD INTUS WINDOWS 31 CONDUCTOR HEAD AND DOWNSPOUT 32 ENTRY CANOPY (5'-6"W x 2'-0"D) WITH STANDING SEAM METAL ROOF,GUTTER, AND RAIN CHAIN 33 ASPHALT SHINGLES 34 12" 0.50" PREFIN ALUM TRIM AND DRIP EDGE 35 OPENING PROTECTIVE - PROVIDE DRY SPRINKLER HEAD(S) OVER OPENING 36 COMPOSITE FIBER CEMENT PANEL; BOD FINEX 1/2" PANEL (SMOOTH) 37 FIRE DEPARTMENT CONNECTION - SEE PLUMB DWGS 38 BULIDING-MOUNTED AIR-COOLED CONDENSING UNIT (ACCU), GC TOCOORDINATE ATTACHMENT SUPPORT. SEE MEP DWGS 39 KNOX BOX, COORDINATE FINAL LOCATION WITH FIRE DEPT 40 CYLINDRICAL DOWNLIGHT; MOUNT AT 6'-8" AFF TO BOTTOM OF FIXTURE;SEE ELECTRICAL DWGS 41 GALVANIZED STL GUARDRAIL WITH HIGH PERFORMANCE COATING 1 TBD ADDENDUM 1 BR BUILDING A1 BUILDING A2 BUILDING B1 BUILDING B2 BUILDING B3 BUILDING C1 BUILDING C2 BUILDING C3 PLAYGROUND DANBY ROAD MORS E P L A C E Beacon Communities SITE PLAN - THE WOODS NSCALE: 1" = 30' 0 30'60'120' BUILDING A1 BUILDING A2 BUILDING B1 BUILDING B2 BUILDING B3 BUILDING C1 BUILDING C2 BUILDING C3 /MATCHLINE 1 L-103 /MATCHLINE 1 L-104 /MATCHLINE 1 L-102 1 1 2 9 5 14 14 14 15 17 17 DUMPSTER ENCLOSURE - 12' X 20'1 L-504 RIP RAP, TYP.8 L-501 8 L-501RIP RAP, TYP. 8 L-501RIP RAP, TYP. 1. 2. 3. 4. 5. 6. 7. THE CONTRACTOR SHALL APPLY FOR ALL REQUIRED PERMITS AND PAY ALL REQUIRED FEES BY GOVERNING AGENCIES HAVING JURISDICTIONS OVER THE FACILITIES AND NATURAL FEATURES FOUND ON THE SITE.ALL WORK AND AMENITIES SHOWN ON THE CONTRACT DOCUMENTS SHALL BE CONSIDERED AS "NEW" UNLESS INDICATED TO BE "EXISTING".THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING SITE CONDITIONS PRIOR TO THE START OF ANY CONSTRUCTION SITE DISTURBANCE.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MAKE ALL NECESSARY PROVISIONS FOR PROTECTION OF THE PUBLIC, THE WORKMEN AND THE WORK, AND FOR MAINTENANCE AND PROTECTION OF PEDESTRIAN AND VEHICULAR TRAFFIC AS REQUIRED BY THE AGENCIES OF GOVERNMENT HAVING JURISDICTION.THE CONTRACTOR SHALL ADHERE TO ALL OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), STATE AND LOCAL SAFETY REGULATIONS. PROMPTLY REPORT TO THE OWNERS REPRESENTATIVE ANY DISCREPANCIES FOUND ON THE SITE OR IN THE CONTRACT DOCUMENTS FOR REVIEW AND RESOLUTION BEFORE PROCEEDING WITH THE WORK IN THE AREA IN QUESTION. PROVIDE FIELD INFORMATION SPECIFIC TO THE DISCREPANCY TO EXPEDITE RESOLUTION.SEE CIVIL ENGINEERS DRAWINGS FOR GRADING, STRUCTURAL, AND DRAINAGE INFORMATION NOT SHOWN IN THESE DRAWINGS. P.O.B.POINT OF BEGINNING PROPERTY LINE SETBACK LINE UTILITY EASEMENT LINE LIMIT OF DISTURBANCE CONCRETE PLANTING BED (BARK MULCH) SEEDED LAWN BUILDING BOUND PLAYSURFACE MATERIAL PLANTING BED (STONE MULCH) CONCRETE PAVERS PIP RUBBER MULCH SEEDED MEADOW SEGMENTAL BLOCK RETAINING WALL COLORED CONCRETE /6 L-501 /8 L-507 /7 L-508 RIP RAP/8 L-501 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 2 8 : 0 4 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LAYOUT ANDMATERIALS PLAN -OVERALL BG RC/GB/DK L-101 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N LANDSCAPE KEYNOTES NO.DESCRIPTION 1 EXISTING BUILDINGS, TYP. 2 DEVELOPMENT SITE SIGNAGE WITH MASONRY FOUNDATION AND LIGHTING 3 ON STREET PARKING, TYP. 4 RAISED PEDESTRIAN CROSSWALK AND SPEED TABLE (SEE CIVIL) 5 MODULAR BLOCK RETAINING WALL (SEE CIVIL) 6 CHILDREN'S PLAY AREA WITH BOUND SURFACE (SEE SPEC) 7 ADULT & TEEN FITNESS AREA WITH BOUND SURFACE (SEE SPEC) 8 MINI SPLIT UNITS, TYP. 9 TRANSFORMER, TYP. 10 GENERATOR, TYP. 11 BUILDING OVERHEAD, TYP 12 GUIDE RAIL (SEE CIVIL) 13 4' WIDE GATE TO MATCH FENCE, TYP. VERIFY WITH CLIENT ON SECURITY LATCHING PREFERENCE 14 LIMIT OF DISTURBANCE 15 RIP RAP 16 BOLLARD, TYP. 17 CENTERLINE OF EXISTING STREAM 1" = 30'-0"1 LAYOUT AND MATERIALS PLAN - OVERALL GENERAL LANDSCAPE NOTES LAYOUT LEGEND LANDSCAPE MATERIALS SCALE: 1" = 30' 0 30'60'120' 1 6/29/2026 Addendum 1 SITE KEY PLAN - APT BLDG B1, B2 & C1, C2 - OVERALL 5'-0" 30'-0" 5'-0" 30'-0" R=42'-0" R=2 2 ' - 0 " R=21 ' - 8 " STONE BOULDER, TYP.9 L-507 DUMPSTER CMU ENCLOSURE - 12' X 20'1 L-504 EQ 37'-8 3/4" P.O.B . R=49'-0" R=56'-0" 9' - 0"8' - 0"9' - 0" 8'-0" 1 1 4 5 6 8 8 8 8 R=20 ' - 0 " R=2 0 ' - 0 " R=21'-6 " R=21 ' - 6 " DW N 9 @ + / - 7 " 8'- 0 " 4'- 6 " DW N 9 @ + / - 7 " 8'- 0 " 7 1'-0" BUILDING A1 BUILDING A2 SETBACK LINE 30'-0" R=28'-8" 11 11 11 11 H1 H1 FA H1 H1 H1 GH1 GH1 GH1 H1 H1 H1 H1 20 ' - 0 " 12'-0" 8'-6" 5' - 6" 90'-0" 4'- 6 " +/- 19'-1 1/2" (4 EQ) +/- 19'-1 1/2" (4 EQ) 4'- 4 " 2'- 0 " 5'- 0 " 3'-6" 31'-10" GH1 6 EQ +/- 37'-6" 6'- 0 " 5'-0" 6'- 0 " 6'-0"6'-0"5'-10 1/2" 1'-0" EQ 37'-8 3/4" H1 (3 EQ) 13'-0" (3 EQ) 13'-0" DW N 7 7'- 6 " DWN 1 0 10'-6" 3'-0" 135 . 0 0 ° 1'-3 5 / 8 " 125 ° 4'- 0 3 / 4 " 4' - 2 " DW N 3 3' - 6 " 2' - 6 " 18 . 9 9 ° R=6'-0" (2 EQ) +/- 11'-0" 4 EQ 20'-2" +/- 1 7 ' - 7 3 / 4 " 4'-0" +/- 21'-8 3/4" +/- 21'-8 3/4" 2 EQ 11'-9 3/4" 3 EQ +/- 15'-7 1/4" 2 EQ +/- 10'-6" 5 EQ +/- 27'-7 3/4" 2 EQ +/- 10'-6" 3 EQ +/- 15'-6 3/4" 5 EQ +/- 25'-3 3/4" 69' - 6" (12 EQ) +/- 74'-9 1/2" (13 E Q S L A B S ) 1 L-502 15' - 0" (3 EQ) 15' - 0" (3 EQ) 15'-0" 15'-0" 4'-0"4'-0" (2 E Q ) 12 ' - 0 " 2'- 6 " (2 E Q ) +/- 8 ' - 2 1 / 2 " 6' - 0 " 14 ' - 6 " ( 3 E Q ) F1 1'- 0 " (6 EQ) 33'-0" (4 EQ) 22'-0" (2 EQ) 11'-0"5'-6" (2 E Q ) 11 ' - 0 " (2 E Q ) 11 ' - 0 " +/- 4 ' - 1 0 " (9 E Q ) @ C L +/- 4'- 1 0 "(4 EQ ) @ C L +/- 4'-6" (7 EQ) @ CL +/- 5 ' - 3 " 6' - 6 " 2' - 6 " +/- 15' - 6 3 / 4 " 6'-0"1' - 6 " +/- 12'-5 3/4" 2 EQ +/- 9'-8 1/2"+/- 10'-6" 2 EQ +/- 27'-8 1/4" 5 EQ +/- 28'-5 1/2"+/- 10'-6" 5 L-502 +/- 10'-6"6'-0" (4 EQ) +/- 18'-5 1/2" 7 L-508 1 L-502CIP CONCRETE STAIRS 1 L-502CIP CONCRETE STAIRS 1 L-502CIP CONCRETE STAIRS, TYP. 9 3 L-502 CIP RETAINING WALL 6" 2'- 0 " 6' - 0 " AD A R A M P 12 12 12 10 L-507 10 L-507 8" H1 1313 3' - 6 " STONE BOULDER, TYP.9 L-507 CONCRETE PLANTING BED (BARK MULCH) SEEDED LAWN BUILDING BOUND PLAYSURFACE MATERIAL PLANTING BED (STONE MULCH) CONCRETE PAVERS PIP RUBBER MULCH SEEDED MEADOW SEGMENTAL BLOCK RETAINING WALL COLORED CONCRETE /6 L-501 /8 L-507 /7 L-508 RIP RAP /8 L-501 1. 2. 3. 4. 5. 6. 7. THE CONTRACTOR SHALL APPLY FOR ALL REQUIRED PERMITS AND PAY ALL REQUIRED FEES BY GOVERNING AGENCIES HAVING JURISDICTIONS OVER THE FACILITIES AND NATURAL FEATURES FOUND ON THE SITE.ALL WORK AND AMENITIES SHOWN ON THE CONTRACT DOCUMENTS SHALL BE CONSIDERED AS "NEW" UNLESS INDICATED TO BE "EXISTING".THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING SITE CONDITIONS PRIOR TO THE START OF ANY CONSTRUCTION SITE DISTURBANCE.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MAKE ALL NECESSARY PROVISIONS FOR PROTECTION OF THE PUBLIC, THE WORKMEN AND THE WORK, AND FOR MAINTENANCE AND PROTECTION OF PEDESTRIAN AND VEHICULAR TRAFFIC AS REQUIRED BY THE AGENCIES OF GOVERNMENT HAVING JURISDICTION.THE CONTRACTOR SHALL ADHERE TO ALL OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), STATE AND LOCAL SAFETY REGULATIONS. PROMPTLY REPORT TO THE OWNERS REPRESENTATIVE ANY DISCREPANCIES FOUND ON THE SITE OR IN THE CONTRACT DOCUMENTS FOR REVIEW AND RESOLUTION BEFORE PROCEEDING WITH THE WORK IN THE AREA IN QUESTION. PROVIDE FIELD INFORMATION SPECIFIC TO THE DISCREPANCY TO EXPEDITE RESOLUTION.SEE CIVIL ENGINEERS DRAWINGS FOR GRADING, STRUCTURAL, AND DRAINAGE INFORMATION NOT SHOWN IN THESE DRAWINGS. P.O.B.POINT OF BEGINNING PROPERTY LINE SETBACK LINE UTILITY EASEMENT LINE LIMIT OF DISTURBANCE APT BLDG A1 & A2 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 2 8 : 1 5 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LAYOUT ANDMATERIALS PLAN -ENLARGEMENT 1 BG RC/GB/DK L-102 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N 1" = 10'-0"1 LAYOUT & MATERIALS PLAN ENLARGEMENT - APTS A1 AND A2 & PLAYGROUND AREA LANDSCAPE MATERIALSGENERAL LANDSCAPE NOTES LAYOUT LEGEND SCALE: 1" = 10' 0 10'20'30' LANDSCAPE KEYNOTES NO.DESCRIPTION 1 EXISTING BUILDINGS, TYP. 2 DEVELOPMENT SITE SIGNAGE WITH MASONRY FOUNDATION AND LIGHTING 3 ON STREET PARKING, TYP. 4 RAISED PEDESTRIAN CROSSWALK AND SPEED TABLE (SEE CIVIL) 5 MODULAR BLOCK RETAINING WALL (SEE CIVIL) 6 CHILDREN'S PLAY AREA WITH BOUND SURFACE (SEE SPEC) 7 ADULT & TEEN FITNESS AREA WITH BOUND SURFACE (SEE SPEC) 8 MINI SPLIT UNITS, TYP. 9 TRANSFORMER, TYP. 10 GENERATOR, TYP. 11 BUILDING OVERHEAD, TYP 12 GUIDE RAIL (SEE CIVIL) 13 4' WIDE GATE TO MATCH FENCE, TYP. VERIFY WITH CLIENT ON SECURITY LATCHING PREFERENCE 14 LIMIT OF DISTURBANCE 15 RIP RAP 16 BOLLARD, TYP. 17 CENTERLINE OF EXISTING STREAMRAILING AND FENCING SCHEDULE Key Description Total Length Detail F1 Ornamental Aluminum Fence 237' - 8 1/2"5/L-503 FA Anchored Aluminum Fence Behind Wall 321' - 11"5/L-503 & 6/L-503 G1 Core Drilled Guardrail 33' - 3"3/L-503 GH1 Core Drilled Hand/Guardrail 335' - 7 1/4"2/L-503 GP Core Drilled Guardrail with Decorative Infill 251' - 5 1/2"4/L-503 H1 Core Drilled Handrail 1032' - 0 1/4"1/L-503 DANBY ROAD 1 6/29/2026 Addendum 1 SITE KEY PLAN - APT BLDG A1 & A2 BR +/- 29'-10 1/4" (6 EQ) 3 EQ 15'-6 1/4" 8'-0" 8 DUMPSTER CMU ENCLOSURE - 12' X 30'4 L-504 8'-0" 2 EQ 30'-0" (6 EQ ) DWN 4 OR 54'-0" 4' - 0 " 4' - 0 " +/ - 6 ' - 5 3 / 4 " 30'-0" (6 EQ) 30'-0" (6 EQ ) 30'-0"9'-6 1/2" 5' - 0 " 6 EQ +/- 27'-7 1/4"4'-6" 2 EQ 8'-3" 3 EQ 14'-4" 6 EQ 30'-0" 2 EQ 10'-0" 6 EQ 30'-0"10'-0" 2 EQ 9'-0 3/4" 3 EQ +/- 12'-10" 10 EQ 50'-0 1/2"5'-0"5'-0" 9 EQ +/- 46'-2 3/4" +/ - 4 ' - 6 1 / 4 " 6'-0"5'-0"5'-0" BUILDING B1 BUILDING B2 BUILDING C1 BUILDING C2 10 4 3 3 5 5 H1 H1 GP GP H1 H1 H1 FA GP - ---TREE PIT WITH RUBBER MULCH 6'-0"8'-0" 1'-2" 2'-0" 7'- 6 " 1'- 2 " 12'-0" 4 L-506BIKE STORAGE +/- 1 4 ' - 4 3 / 4 " 2'- 0 " 10'-0" 30'-0" 5'-0"30'-5 1/4"5'-3 3/8" 6'-0" 2' - 3 3 / 4 " 6' - 0 " 6' - 0 " 6' - 0 " 6' - 0 " 6'- 0 " 3' - 0 " 6' - 0 " 5'- 0 " 1' - 0 " 3' - 0 " 1' - 0 " 5' - 0 " +/- 19'-1 1/2" (4 EQ) +/- 19'-1 1/2" (4 EQ) RAMP RAILING, TYP.5 L-502 1' - 2 " 6'-2"1'-2" 1' - 2 " 3 EQ +/- 17' - 7"3'-0"3'-0" 3 EQ +/- 17' - 7" 3'-0"3'-0" 3 EQ +/- 17' - 7" 3 EQ +/- 17' - 7"5'-9" 2'-0" 5' - 0 " 6 EQ +/- 37'-6" 6'-0" 5'- 0 " +/ - 9 ' - 1 1 1 / 4 " 5' - 0 " 5'-9"5'-8 1/4" 6' - 0 " 5'-0" 5'- 0 " 6' - 0 " 6' - 0 " 6' - 0 " +/ - 9 ' - 1 1 1 / 2 " +/ - 1 5 ' - 1 1 1 / 2 " 5' - 0 " 29'-5 1/4" @ +/- 5.6 % ( 6 E Q ) +/- 19'-1 1/4" (4 EQ) 5'-0"+/- 19'-1 1/4" (4 EQ) +/- 19'-1 1/4" (4 EQ) 5'-0"+/- 19'-1 1/4" (4 EQ) 10 ' - 0 " 6'-0"6'-0"5'-10 1/2" H1 H1 H1 GH1 H1 TU N N E L 6' - 0 " 3 EQ 17'-2 1/4" 3 EQ 17'-2 1/2" 2 EQ 11'-9 3/4" 3 EQ +/- 15'-7 1/4" 2 EQ +/- 10'-6" 5 EQ +/- 27'-7 3/4" 2 EQ +/- 10'-6" 3 EQ +/- 15'-6 3/4" 6'-0" 1'-0"5'- 0 " 10'-0"5' - 0 " 5'- 0 " 1'-0"8' - 1 " 9'- 4 " 6'-0" 5' - 0 " 2'-6" 3 E Q 15 ' - 8 1 / 8 " +/ - 8 ' - 1 1 1 / 2 " 2 EQ +/- 9'-0 3/4" 5 EQ +/- 25'-3 3/4" 39'-8"+/- 3'-10 3/4"+/- 6'-0 1/4" 6' - 0 " +/ - 1 0 ' - 7 3 / 4 " +/ - 8 ' - 1 1 " 8" +/ - 9 ' - 5 3 / 4 " 8" F1 2' - 6 " 2 EQ +/- 9'-8 1/2"+/- 10'-6" 2 EQ +/- 27'-8 1/4" 5 EQ +/- 28'-5 1/2"+/- 10'-6" (3 EQ) 13'-9" (2 EQ) 8'-9"5'-0" (2 EQ) 6'-8 1/4" (2 EQ) 10'-0" (7 EQ) 34'-0"10'-0"6'-8 3/4"4'-4 1/2"5'-0" (2 EQ) 10'-0" 2'-8 1/2" 2'-8 1/2" 10'-0" 34 ' - 7 3 / 4 " 6' - 5 " 2 EQ 10'-0" (7 EQ) 34'-0" (2 EQ) 10'-0" (7 EQ) 34'-0" (2 EQ) 10'-0" 2 EQ 9'-5 1/4"6'-6"4'-4 1/2" 2 EQ +/- 9'-10 1/4" 3'-10 1/2" 2'- 9 " 2' - 9 " 7'-0" 2'- 9 " 9' - 0 " 9'- 7 " 5'- 0 " 6' - 0 " 4 L-502 3 L-502 5'- 0 " +/- 4 ' - 1 1 / 2 " 5 L-502 7 L-501 6 L-501 3 L-501 5 L-501 2 L-506 +/- 10'-6"6'-0" 1'-6" 2 L-502 6'-1 1/2" 4'-4 1/2" 3 3 1 L-502CIP CONCRETE STAIRS 3 L-502CIP RETAINING WALL 1 L-506RAIN CHAIN 1 L-506RAIN CHAIN1 L-506RAIN CHAIN 1 L-506RAIN CHAIN 1 L-506RAIN CHAIN 1 L-506RAIN CHAIN 88 888 3 L-502 CIP RETAINING WALL 3 L-502 CIP RETAINING WALL 3 L-502 CIP RETAINING WALL 6" 6' - 0 " 5'-0" 10 L-507 10 L-507 1313VIF WALL TIE IN WITH BUILDING FOR APPROVAL BY LANDSCAPE ARCHITECT 16 CONCRETE PLANTING BED (BARK MULCH) SEEDED LAWN BUILDING BOUND PLAYSURFACE MATERIAL PLANTING BED (STONE MULCH) CONCRETE PAVERS PIP RUBBER MULCH SEEDED MEADOW SEGMENTAL BLOCK RETAINING WALL COLORED CONCRETE /6 L-501 /8 L-507 /7 L-508 RIP RAP /8 L-501 1. 2. 3. 4. 5. 6. 7. THE CONTRACTOR SHALL APPLY FOR ALL REQUIRED PERMITS AND PAY ALL REQUIRED FEES BY GOVERNING AGENCIES HAVING JURISDICTIONS OVER THE FACILITIES AND NATURAL FEATURES FOUND ON THE SITE.ALL WORK AND AMENITIES SHOWN ON THE CONTRACT DOCUMENTS SHALL BE CONSIDERED AS "NEW" UNLESS INDICATED TO BE "EXISTING".THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING SITE CONDITIONS PRIOR TO THE START OF ANY CONSTRUCTION SITE DISTURBANCE.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MAKE ALL NECESSARY PROVISIONS FOR PROTECTION OF THE PUBLIC, THE WORKMEN AND THE WORK, AND FOR MAINTENANCE AND PROTECTION OF PEDESTRIAN AND VEHICULAR TRAFFIC AS REQUIRED BY THE AGENCIES OF GOVERNMENT HAVING JURISDICTION.THE CONTRACTOR SHALL ADHERE TO ALL OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), STATE AND LOCAL SAFETY REGULATIONS. PROMPTLY REPORT TO THE OWNERS REPRESENTATIVE ANY DISCREPANCIES FOUND ON THE SITE OR IN THE CONTRACT DOCUMENTS FOR REVIEW AND RESOLUTION BEFORE PROCEEDING WITH THE WORK IN THE AREA IN QUESTION. PROVIDE FIELD INFORMATION SPECIFIC TO THE DISCREPANCY TO EXPEDITE RESOLUTION.SEE CIVIL ENGINEERS DRAWINGS FOR GRADING, STRUCTURAL, AND DRAINAGE INFORMATION NOT SHOWN IN THESE DRAWINGS. TOWNHOUSE BLDG B1 & B2 APT BLDG C1 & C2 P.O.B.POINT OF BEGINNING PROPERTY LINE SETBACK LINE UTILITY EASEMENT LINE LIMIT OF DISTURBANCE SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 2 8 : 2 7 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LAYOUT ANDMATERIALS PLAN -ENLARGEMENT 2 BG RC/GB/DK L-103 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N 1" = 10'-0"1 LAYOUT & MATERIALS PLAN ENLARGEMENT - TOWNHOUSE BUILDING B1, B2 & APT BUILDING C1, C2 LANDSCAPE MATERIALSGENERAL LANDSCAPE NOTESSITE KEY PLAN - APT BLDG B1, B2 & C1, C2 LAYOUT LEGEND SCALE: 1" = 10' 0 10'20'30' LANDSCAPE KEYNOTES NO.DESCRIPTION 1 EXISTING BUILDINGS, TYP. 2 DEVELOPMENT SITE SIGNAGE WITH MASONRY FOUNDATION AND LIGHTING 3 ON STREET PARKING, TYP. 4 RAISED PEDESTRIAN CROSSWALK AND SPEED TABLE (SEE CIVIL) 5 MODULAR BLOCK RETAINING WALL (SEE CIVIL) 6 CHILDREN'S PLAY AREA WITH BOUND SURFACE (SEE SPEC) 7 ADULT & TEEN FITNESS AREA WITH BOUND SURFACE (SEE SPEC) 8 MINI SPLIT UNITS, TYP. 9 TRANSFORMER, TYP. 10 GENERATOR, TYP. 11 BUILDING OVERHEAD, TYP 12 GUIDE RAIL (SEE CIVIL) 13 4' WIDE GATE TO MATCH FENCE, TYP. VERIFY WITH CLIENT ON SECURITY LATCHING PREFERENCE 14 LIMIT OF DISTURBANCE 15 RIP RAP 16 BOLLARD, TYP. 17 CENTERLINE OF EXISTING STREAMRAILING AND FENCING SCHEDULE Key Description Total Length Detail F1 Ornamental Aluminum Fence 237' - 8 1/2"5/L-503 FA Anchored Aluminum Fence Behind Wall 321' - 11"5/L-503 & 6/L-503 G1 Core Drilled Guardrail 33' - 3"3/L-503 GH1 Core Drilled Hand/Guardrail 335' - 7 1/4"2/L-503 GP Core Drilled Guardrail with Decorative Infill 251' - 5 1/2"4/L-503 H1 Core Drilled Handrail 1032' - 0 1/4"1/L-503 3 4 DUMPSTER ENCLOSURE - 12' X 20'1 L-504 9 20X30 MAINTENANCE SHED 6 L-504 9 BUILDING B3 BUILDING C3 8 4 3 5 3 3 F1 GH1 F1 - ---TREE PIT WITH RUBBER MULCH 5 EQ 30'-0" 20'- 0 " 4 E Q +/- 1 9 ' - 4 1 / 4 " 2 EQ 9'-0" 3'-0 " 2'-6" 5'-0" 2'-0" DW N 2 2 @ 6 " ( V E R I F Y ) 21 ' - 0 " +/- 23'-2 3/4" 1'-0 " 5'-0 "17'-0" 10'-2" 1'-0" 4'-8 3/ 8 " +/- 96' - 1 0 1 / 2 " +/- 1 2 ' - 3 1 / 4 " 2 EQ +/- 9'-9 3/4" 2 EQ +/- 9'-0 3/4" 2 EQ +/- 9'-0 3/4"10'-0" 2 EQ +/- 7'-0"4'-6" 4 EQ +/- 18'-6" 2 EQ 10'-0" 3 EQ +/- 13'-7" 3 EQ 15'-6 1/2" 3 EQ +/- 15'-1 1/2" 2' - 6 " +/- 1 4 ' - 7 3 / 4 " +/- 1 8 ' - 8 " (2 EQ) 10'-0" 2'-8 1/2" 5'-0" (2 EQ) 9'-7 1/4"5'-0" 2'-8 1/2" (2 EQ) 10'-0" (7 EQ) 34'-0" (2 EQ) 10'-0" (7 EQ) 34'-0" (2 EQ) 10'-0" (6 EQ ) 28'-2" (5 EQ ) 23'-2" (2 EQ ) 10'-0" (2 EQ) 10'-0" (2 EQ) 10'-0" (6 EQ) 29'-5 3/4"3'-6" (7 EQ) 34'-0" (2 EQ) 10'-0" (7 EQ) 34'-0"9'-7 1/4"5'-0"5'-0" 2'-8 1/2"2'-8 1/2" 10'-0"10'-0" 4' - 0 " 5' - 0 " 5' - 0 " 3' - 6 " 5' - 0 " 5' - 0 " 3' - 6 " 4' - 0 " 4' - 0 " 5' - 0 " 5' - 0 " 5' - 0 " 2 EQ 11'-4" 6'-0" (4 EQ) +/- 18'-5 1/2" (2 EQ) 10'-6" (5 EQ) +/- 27'-7 3/4" (2 EQ) 10'-6" (5 EQ) +/- 29'-5" (2 EQ) +/- 10'-6" (5 EQ) +/- 27'-7" (2 EQ) +/- 10'-6" (3 EQ) +/- 18'-0 3/4" 1 L-502 CIP CONCRETE STAIRS 8 8 1 L-506RAIN CHAIN 1 L-506RAIN CHAIN 1 L-506 RAIN CHAIN 1 L-506RAIN CHAIN 1 L-506RAIN CHAIN 3 L-502CIP RETAINING WALL 2 EQ +/- 9'-9 3/4" (3 EQ ) 17'-2 1 / 4 " 13 TYP. 7'-0" TY P . 2'- 9 " 1. 2. 3. 4. 5. 6. 7. THE CONTRACTOR SHALL APPLY FOR ALL REQUIRED PERMITS AND PAY ALL REQUIRED FEES BY GOVERNING AGENCIES HAVING JURISDICTIONS OVER THE FACILITIES AND NATURAL FEATURES FOUND ON THE SITE.ALL WORK AND AMENITIES SHOWN ON THE CONTRACT DOCUMENTS SHALL BE CONSIDERED AS "NEW" UNLESS INDICATED TO BE "EXISTING".THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING SITE CONDITIONS PRIOR TO THE START OF ANY CONSTRUCTION SITE DISTURBANCE.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MAKE ALL NECESSARY PROVISIONS FOR PROTECTION OF THE PUBLIC, THE WORKMEN AND THE WORK, AND FOR MAINTENANCE AND PROTECTION OF PEDESTRIAN AND VEHICULAR TRAFFIC AS REQUIRED BY THE AGENCIES OF GOVERNMENT HAVING JURISDICTION.THE CONTRACTOR SHALL ADHERE TO ALL OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), STATE AND LOCAL SAFETY REGULATIONS. PROMPTLY REPORT TO THE OWNERS REPRESENTATIVE ANY DISCREPANCIES FOUND ON THE SITE OR IN THE CONTRACT DOCUMENTS FOR REVIEW AND RESOLUTION BEFORE PROCEEDING WITH THE WORK IN THE AREA IN QUESTION. PROVIDE FIELD INFORMATION SPECIFIC TO THE DISCREPANCY TO EXPEDITE RESOLUTION.SEE CIVIL ENGINEERS DRAWINGS FOR GRADING, STRUCTURAL, AND DRAINAGE INFORMATION NOT SHOWN IN THESE DRAWINGS. TOWNHOUSE BLDG B3APT BLDG C3 CONCRETE PLANTING BED (BARK MULCH) SEEDED LAWN BUILDING BOUND PLAYSURFACE MATERIAL PLANTING BED (STONE MULCH) CONCRETE PAVERS PIP RUBBER MULCH SEEDED MEADOW SEGMENTAL BLOCK RETAINING WALL COLORED CONCRETE /6 L-501 /8 L-507 /7 L-508 RIP RAP /8 L-501 P.O.B.POINT OF BEGINNING PROPERTY LINE SETBACK LINE UTILITY EASEMENT LINE LIMIT OF DISTURBANCE SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 2 8 : 3 8 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LAYOUT ANDMATERIALS PLAN -ENLARGEMENT 3 BG RC/GB/DK L-104 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N 1" = 10'-0"1 LAYOUT & MATERIALS PLAN ENLARGEMENT - TOWNHOUSE BUILDING B2, B3 & APT BUILDING C2, C3 GENERAL LANDSCAPE NOTESSITE KEY PLAN - APT BLDG B3 & C3 LANDSCAPE MATERIALS SCALE: 1" = 10' 0 10'20'30' LANDSCAPE KEYNOTES NO.DESCRIPTION 1 EXISTING BUILDINGS, TYP. 2 DEVELOPMENT SITE SIGNAGE WITH MASONRY FOUNDATION AND LIGHTING 3 ON STREET PARKING, TYP. 4 RAISED PEDESTRIAN CROSSWALK AND SPEED TABLE (SEE CIVIL) 5 MODULAR BLOCK RETAINING WALL (SEE CIVIL) 6 CHILDREN'S PLAY AREA WITH BOUND SURFACE (SEE SPEC) 7 ADULT & TEEN FITNESS AREA WITH BOUND SURFACE (SEE SPEC) 8 MINI SPLIT UNITS, TYP. 9 TRANSFORMER, TYP. 10 GENERATOR, TYP. 11 BUILDING OVERHEAD, TYP 12 GUIDE RAIL (SEE CIVIL) 13 4' WIDE GATE TO MATCH FENCE, TYP. VERIFY WITH CLIENT ON SECURITY LATCHING PREFERENCE 14 LIMIT OF DISTURBANCE 15 RIP RAP 16 BOLLARD, TYP. 17 CENTERLINE OF EXISTING STREAMRAILING AND FENCING SCHEDULE Key Description Total Length Detail F1 Ornamental Aluminum Fence 237' - 8 1/2"5/L-503 FA Anchored Aluminum Fence Behind Wall 321' - 11"5/L-503 & 6/L-503 G1 Core Drilled Guardrail 33' - 3"3/L-503 GH1 Core Drilled Hand/Guardrail 335' - 7 1/4"2/L-503 GP Core Drilled Guardrail with Decorative Infill 251' - 5 1/2"4/L-503 H1 Core Drilled Handrail 1032' - 0 1/4"1/L-503 LAYOUT LEGEND GLE SKY4 (ALT) GYM DIO3 (ALT) QUE PAL4 (ALT) PLA OCC4 (ALT) LIR TUL4 (ALT) PLA OCC1 (ALT) NYS CJC1 (ALT)ACE RUB1 (ALT)PLA OCC1 (ALT)NYS CJC1 (ALT) ACE RUB1 (ALT) LIR FAS2 GYM AET2 QUE PR22 TIL GSP1 LIR FAS1QUE PR21 TIL GSP1 LIR FAS4 TIL GSP1 QUE PR21LIR FAS1 GYM AET1QUE PR22 TIL GSP2LIR FAS1 GYM AET1TIL GSP1LIR FAS1 GYM DIO1 QUE PAL1 QUE BIC1 LIR TUL2 TIL GSP1 QUE PR21TIL GSP2 QUE PR21TIL GSP1 ABI CON1 ABI CON1 ABI CON1 GIN AUT6 BUILDING A1 BUILDING A2 BUILDING B1 BUILDING B2 BUILDING B3 BUILDING C1 BUILDING C2 BUILDING C3 AME OWY3 PIC DEN3 JUN HZI5 ABI CON1 JUN EAS3 ABI CON1 JUN HZI5JUN EAS3 ABI CON1 ABI CON2 PIC DEN2JUN HZI3 PIC DEN3 JUN HZI2JUN EAS3 CAR JUP3 PIC DEN3 JUN EAS2 ABI CON1 AME OWY2 COR CHI2 ACE RUB2 ACE RUB2 GYM DIO3 AME OWY1 BET NIG1 TIL GSP1 BET NIG3 TIL GSP3 AME OWY2 TIL GSP1 BET NIG5 BET NIG2 BET NIG1 1.A.B.C.D.2. A.B. C.D.3. 4.A.B.C.D.E.5.6. 7. 8. 9.10. 11. 12. 13. 14. 15. 16.17. ALL TOPSOIL SHALL BE SCREENED LOAM SURFACE SOIL, FREE OF STONES AND SHALL HAVE THE FOLLOWING MINIMUM REQUIREMENTS:AN ORGANIC CONTENT OF 5% MIN.SOIL ACIDITY RANGE OF pH 6.5 TO pH 7.2SOLUBLE SALTS OF 1000 PPM OR LESSMAXIMUM CLAY CONTENT OF 15-20%THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING, AT THEIR EXPENSE, A CERTIFIED SOIL TEST ANALYSIS OF ON SITE AND / OR IMPORTED TOPSOIL. TOPSOIL ANALYSIS TO INCLUDE THE FOLLOWING DATA:pH FACTOR.MECHANICAL ANALYSIS, INCLUDING SIEVE ANALYSIS PROVIDING SEPARATE SAND, SILT AND CLAY PERCENTAGES PERCENTAGE OF ORGANIC CONTENT BY WEIGHTNUTRIENT LEVELS INCLUDING NITROGEN, PHOSPHOROUS AND POTASSIUMSHOULD TESTS AND ANALYSIS INDICATE THAT SOIL PROPOSED FOR USE IS DEFICIENT IN ANY OF THE ABOVE REQUIREMENTS; A SYSTEM OF AMELIORATING MAY BE PROPOSED FOR APPROVAL. ANY SYSTEM PROPOSED SHALL PROVIDE FOR AN ACIDITY RANGE OF pH 6.5 TO 7.2 INCLUSIVE. COMPOST SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS:ORGANIC CONTENT OF 35-60% (DRY WEIGHT BASIS)LOOSE AND FRIABLE WITH MOISTURE CONTENT OF 35-55% (WET WEIGHT BASIS)PARTICLE SIZE SHALL BE <1/2 INCH (100% PASSING)SOLUBLE SALTS CONCENTRATION SHALL BE <4.0 (DS/M), MAXIMUMpH RANGE OF 6.0-8.0PLANTING BED AREAS SHALL BE PROVIDED WITH AN 18" MINIMUM DEPTH OF APPROVED PLANTING MIX SOIL, UNLESS OTHERWISE SPECIFIED.PLANTING MIX FOR PLANT PITS SHALL BE COMPOSED OF 4 PARTS IMPORTED OR ON-SITE SCREENED TOPSOIL AND 1 PART COMPOST. THE RATIO OF TOPSOIL TO COMPOST IS SUBJECT TO CHANGE BASED ON THE TESTING RESULTS FOR TOPSOIL.ALL AREAS DESIGNATED AS LAWN ON THESE PLANS SHALL RECEIVE APPROVED TOPSOIL (AND SPREAD TO A COMPACTED DEPTH OF SIX (6) INCHES (MIN.), UNLESS OTHERWISE SPECIFIED), BE FINE GRADED, SEEDED, MULCHED AND WATERED UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. OBTAIN OWNER'S REPRESENTATIVE APPROVAL PRIOR TO SEEDING.THE CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL PLANT MATERIAL PER DETAILS. ANY DEVIATIONS FROM THE DETAIL MUST BE APPROVED BY THE OWNER'S REPRESENTATIVE OR LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.NO SUBSTITUTIONS SHALL BE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL OF LANDSCAPE ARCHITECT.ANY DISCREPANCY WITH QUANTITIES, LOCATIONS AND / OR FIELD CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.ALL PLANTS MUST BE HEALTHY, VIGOROUS, AND FREE OF PESTS AND DISEASE. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK, ANSI Z60.1 (LATEST EDITION), REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL .MULCH ALL PLANT BEDS WITH BARK MULCH TO A MINIMUM DEPTH OF THREE (3) INCHES UNLESS OTHERWISE DIRECTED BY THE LANDSCAPE ARCHITECT. MULCH SAMPLE TO BE SUBMITTED TO THE OWNER FOR FINAL APPROVAL.ANY PLANT WHICH TURNS BROWN, DEFOLIATES OR DIES PRIOR TO FINAL ACCEPTANCE BY THE OWNER, OR LANDSCAPE ARCHITECT, SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH THE SAME PLANT (SPECIES, VARIETY AND SIZE) AS SPECIFIED ON THE PLANT SCHEDULE.THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANT MATERIALS (INCLUDING, BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, AND FERTILIZING, AS WELL AS RAISING PLANTS THAT HAVE SETTLED TOO DEEP OR REQUIRE STRAIGHTENING) AND LAWN AREAS UNTIL FINAL ACCEPTANCE BY THE OWNER. THE CONTRACTOR SHALL GUARANTEE ALL PLANTS, DELIVERY AND LABOR FOR A PERIOD OF ONE (1) YEAR, BEGINNING ON THE DATE OF FINAL ACCEPTANCE. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BEFORE THE END OF THE GUARANTEE PERIOD. ALL PLANTING BEDS ADJACENT TO LAWN AREAS SHALL HAVE A SPADED EDGE BORDER, UNLESS METAL EDGE, CONCRETE, OR OTHER BORDER IS SPECIFIED.ALL NEWLY PLANTED TREES SHALL HAVE CONTINUOUS SOIL VOLUMES AVAILABLE TO PROMOTE ROOT DEVELOPMENT, HEALTH, AND LONGEVITY. SMALL TREES (<30' AT MATURITY) REQUIRE A MINIMUM OF 240 CUBIC FEET OF SOIL, WHILE MEDIUM-LARGE TREES (>30' AT MATURITY) REQUIRE A MINIMUM OF 720 CUBIC FEET. FOR CALCULATION PURPOSES, SOIL VOLUME IS ONLY CREDITED TO A MAXIMUM DEPTH OF 3 FEET. WHERE TREE LAWNS ARE 8 FEET WIDE OR LESS, BREAKOUT UNDERGROUND SOIL PATHS TO ADJACENT GREEN SPACE SHOULD BE CONSIDERED TO PROVIDE DEEP PATHS FOR ROOT GROWTH AND MINIMIZE SIDEWALK DAMAGE. IN HIGH-TRAFFIC PEDESTRIAN AREAS, SUNKEN TREE PITS MUST UTILIZE GRATES, PERMEABLE AGGREGATE SYSTEMS, OR STRUCTURAL SOIL BENEATH SIDEWALK TO MAINTAIN SOIL INTEGRITY. SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 3 0 : 2 3 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES PERIMETER & TREEPLANTING PLAN BG RC/GB/DK L-401 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N 1" = 30'-0"1 WOODS TREE PLANTING PLAN - OVERALL PLANTING NOTES SCALE: 1" = 30' 0 30'60'120' TREE SCHEDULE ADD-ALTS KEY COUNT BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS ADD-ALT NUMBER Deciduous Trees ACE RUB 2 Acer rubrum `October Glory`October Glory Red Maple B&B 2" Cal.#5 GLE SKY 4 Gleditsia triacanthos inermis `Skyline`Skyline Honey Locust B&B 2" Cal.#6 GYM DIO 3 Gymnocladus dioicus `Espresso-JFS`Espresso™ Kentucky Coffeetree B&B 2.5" Cal.Seedless variety only #6 LIR TUL 4 Liriodendron tulipifera Tulip Poplar B&B 2.5" Cal.#6 NYS CJC 2 Nyssa sylvatica `MON2`Majestic® Black Gum B&B 2" Cal.#5 PLA OCC 6 Platanus occidentalis American Sycamore B&B 2" Cal.#5 & #6 QUE PAL 4 Quercus palustris Pin Oak B&B 2.5" Cal.#6 TREE SCHEDULE BASE BID KEY COUNT BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS Coniferous Trees ABI CON 9 Abies concolor White Fir B&B 6` Ht. JUN EAS 11 Juniperus virginiana Eastern Redcedar B&B 6` Ht. JUN HZI 15 Juniperus chinensis `Hetzii Columnaris`Hetzi Column Juniper B&B 6` Ht. PIC DEN 11 Picea glauca `Densata`Black Hills White Spruce B&B 6` Ht. Deciduous Trees ACE RUB 4 Acer rubrum `October Glory`October Glory Red Maple B&B 2" Cal. BET NIG 12 Betula nigra `BNMTF`Dura Heat® River Birch B&B 6` Ht.Multi-stem CAR JUP 3 Carpinus caroliniana `J.N. Upright`Firespire® American Hornbeam B&B 5` Ht. GIN AUT 6 Ginkgo biloba `Autumn Gold`Autumn Gold Maidenhair Tree B&B 2" Cal. GYM AET 4 Gymnocladus dioicus `Morton`Skinny Latte™ Kentucky Coffeetree B&B 2.5" Cal. GYM DIO 4 Gymnocladus dioicus `Espresso-JFS`Espresso™ Kentucky Coffeetree B&B 2.5" Cal.Seedless variety only LIR FAS 10 Liriodendron tulipifera `Fastigiata`Columnar Tulip Poplar B&B 2.5" Cal. LIR TUL 2 Liriodendron tulipifera Tulip Poplar B&B 2.5" Cal. QUE BIC 1 Quercus bicolor Swamp White Oak B&B 2.5" Cal.Fall dig hazard QUE PAL 1 Quercus palustris Pin Oak B&B 2.5" Cal. QUE PR2 8 Quercus palustris `Pringreen`Green Pillar® Pin Oak B&B 2.5" Cal. TIL GSP 15 Tilia cordata `Greenspire`Greenspire Littleleaf Linden B&B 2.5" Cal. Flowering Trees AME OWY 8 Amelanchier arborea `Autumn Brilliance`Downy Serviceberry B&B 7` Ht.Multi-stem COR CHI 2 Cornus florida `Cherokee Chief`Cherokee Chief Dogwood B&B 2" Cal. SITE KEY PLAN - APT BLDG B1, B2 & C1, C2 - OVERALL FOT AIR3 FOT AIR3 BUILDING A1 BUILDING A2 /MATCHLINE 1 L-403 /MATCHLINE 1 L-403 VIB MUF3 SCH SCO2 BAP AUS1 SCH SCO3 HYD WEE14 SCH SCO7 BAP AUS1 VIB MUF3 SCH SCO2BAP AUS1 SCH SCO3 SCH SCO7 BAP AUS1 SCH SCO9 BUX GRV6 SCH CAR3 HYD WEE3 FOT AIR5 VIB DEN1 SCH CAR3 FOT AIR5 SCH CAR3 HYD WEE3 SCH CAR3 VIB DEN1 PAN HEA2 LON RIV1PAN HEA3SPO HET6 PAN HEA3LON RIV3 LON RIV3 PAN HEA3SPO HET6 PAN HEA3LON RIV1PAN HEA2 SPO HET15 VIB DEN3 SPO HET5 VIB DEN3 APT BLDG A1 & A2 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 3 0 : 5 0 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES PLANTING PLAN -ENLARGEMENT 1 BG RC/GB/DK L-402 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1" = 10'-0"1 WOODS PLANTING PLAN ENLARGEMENT - APT BUILDINGS A1 AND A2 & PLAYGROUND AREA NSCALE: 1" = 10' 0 10'20'30' PLANT SCHEDULE KEY COUNT BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS Evergreen Shrubs BUX GRV 69 Buxus x `Green Velvet`Green Velvet Boxwood #5 Cont. Grasses PAN HEA 16 Panicum virgatum `Heavy Metal`Heavy Metal Switch Grass #2 Cont. PAN SHD 15 Panicum virgatum `Shenandoah`Shenandoah Switch Grass #2 Cont. SCH CAR 160 Schizachyrium scoparium `Carousel`Carousel Little Bluestem #1 Cont. SCH SCO 91 Schizachyrium scoparium `Standing Ovation`Standing Ovation Little Bluestem #1 Cont. SPO HET 42 Sporobolus heterolepis Prairie Dropseed #1 Cont. Perennials BAP AUS 6 Baptisia australis Blue Wild Indigo #1 Cont. Shrubs CLE COM 6 Clethra alnifolia `Compacta`Compact Summersweet #3 Cont. FOT AIR 24 Fothergilla gardenii `Mt. Airy`Mt. Airy Dwarf Witchalder #5 Cont. HYD WEE 91 Hydrangea quercifolia `Pee Wee`Pee Wee Oakleaf Hydrangea #5 Cont. LON RIV 22 Diervilla x `G2X88544`Kodiak Orange Diervilla #5 Cont. PHY OPU 21 Physocarpus opulifolius `Mindia`Coppertina Ninebark #5 Cont. VIB DEN 8 Viburnum dentatum `Arrowwood`Arrowwood Viburnum #5 Cont. VIB MUF 13 Viburnum dentatum `Blue Muffin`Blue Muffin Arrowwood Viburnum #3 Cont. GROUNDCOVER SCHEDULE SYMBOL KEY COUNT BOTANICAL NAME COMMON NAME ROOT SPACING REMARKS Ground Covers CAR PEN 1007 Carex pensylvanica Pennsylvania Sedge #SP4 Cont.12 in DES CES 219 Deschampsia cespitosa `Goldtau`Gold Dew Tufted Hair Grass #SP4 Cont.24 in HOS GEX 24 Hosta x `Great Expectations`Great Expectations Hosta #1 Cont.30 in SIS MIC 350 Sisyrinchium micranthum Blue-eyed Grass #SP4 Cont.18 in SITE KEY PLAN - APT BLDG A1 & A2 TOWNHOUSE BLDG B1 & B2APT BLDG C1 & C2 BR BUX GRV3 BUX GRV3 HYD WEE4 BUX GRV3 PHY OPU2 PHY OPU2 BUX GRV3HYD WEE4 BUX GRV3 BUX GRV3 HYD WEE4LON RIV2LON RIV2 SCH CAR14 BUX GRV3HYD WEE6 BUX GRV3 SCH CAR17 HYD WEE2 LON RIV1 LON RIV1 LON RIV1 HYD WEE4 LON RIV1 PHY OPU1 BUILDING B1 BUILDING B2 BUILDING C1 BUILDING C2 / MA T C H L I N E 1 L- 4 0 4 / MA T C H L I N E 1 L- 4 0 4 /MATCHLINE 1 L-402/MATCHLINE 1 L-402/MATCHLINE 1 L-402 HYD WEE4 SCH CAR5 SCH CAR5 PAN SHD5 SCH CAR5PHY OPU1 VIB MUF1 SPO HET3 SCH CAR6FOT AIR3SCH CAR6 PAN SHD2 SPO HET1 BUX GRV3 HYD WEE4 BUX GRV3 SPO HET3 SCH CAR7 SIS MIC21 PHY OPU3 SCH CAR7 SIS MIC32 CAR PEN24 HYD WEE3 SCH CAR6 BUX GRV7 SIS MIC350 SCH SCO11 HYD WEE3 SCH SCO5 CAR PEN24 SCH SCO5 CAR PEN118 SCH CAR7DES CES51 CAR PEN180 DES CES43 SCH CAR3 SCH CAR4 PAN SHD4 SIS MIC15 SCH CAR9 CAR PEN168 DES CES219 CAR PEN1007 SCH CAR13 SIS MIC127 BAP AUS2 SPO HET3 CAR PEN152 SCH SCO7 CAR PEN20 SIS MIC17 SIS MIC4 SIS MIC25 VIB MUF3 HOS GEX24HOS GEX4 HOS GEX4HOS GEX4 HOS GEX4HOS GEX4 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 3 1 : 0 1 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES PLANTING PLAN -ENLARGEMENT 2 BG RC/GB/DK L-403 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N GROUNDCOVER SCHEDULE SYMBOL KEY COUNT BOTANICAL NAME COMMON NAME ROOT SPACING REMARKS Ground Covers CAR PEN 1007 Carex pensylvanica Pennsylvania Sedge #SP4 Cont.12 in DES CES 219 Deschampsia cespitosa `Goldtau`Gold Dew Tufted Hair Grass #SP4 Cont.24 in HOS GEX 24 Hosta x `Great Expectations`Great Expectations Hosta #1 Cont.30 in SIS MIC 350 Sisyrinchium micranthum Blue-eyed Grass #SP4 Cont.18 in SCALE: 1" = 10' 0 10'20'30' SITE KEY PLAN - APT BLDG B1, B2 & C1, C2 PLANT SCHEDULE KEY COUNT BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS Evergreen Shrubs BUX GRV 69 Buxus x `Green Velvet`Green Velvet Boxwood #5 Cont. Grasses PAN HEA 16 Panicum virgatum `Heavy Metal`Heavy Metal Switch Grass #2 Cont. PAN SHD 15 Panicum virgatum `Shenandoah`Shenandoah Switch Grass #2 Cont. SCH CAR 160 Schizachyrium scoparium `Carousel`Carousel Little Bluestem #1 Cont. SCH SCO 91 Schizachyrium scoparium `Standing Ovation`Standing Ovation Little Bluestem #1 Cont. SPO HET 42 Sporobolus heterolepis Prairie Dropseed #1 Cont. Perennials BAP AUS 6 Baptisia australis Blue Wild Indigo #1 Cont. Shrubs CLE COM 6 Clethra alnifolia `Compacta`Compact Summersweet #3 Cont. FOT AIR 24 Fothergilla gardenii `Mt. Airy`Mt. Airy Dwarf Witchalder #5 Cont. HYD WEE 91 Hydrangea quercifolia `Pee Wee`Pee Wee Oakleaf Hydrangea #5 Cont. LON RIV 22 Diervilla x `G2X88544`Kodiak Orange Diervilla #5 Cont. PHY OPU 21 Physocarpus opulifolius `Mindia`Coppertina Ninebark #5 Cont. VIB DEN 8 Viburnum dentatum `Arrowwood`Arrowwood Viburnum #5 Cont. VIB MUF 13 Viburnum dentatum `Blue Muffin`Blue Muffin Arrowwood Viburnum #3 Cont. 1" = 10'-0"1 WOODS PLANTING PLAN ENLARGEMENT - TOWNHOUSE BUILDING B2, B3 & APT BUILDING C2, C3 SCH SCO11 PHY OPU3 BUX GRV3 HYD WEE7 SCH SCO10 PHY OPU3 BUX GRV4 BUX GRV2 HYD WEE5 BUX GRV1 HYD WEE5 BUX GRV2 HYD WEE3BUX GRV2 BUILDING B3 BUILDING C3 / MA T C H L I N E 1 L- 4 0 3 / MA T C H L I N E 1 L- 4 0 3 LON RIV3 PAN SHD2 SCH CAR6 FOT AIR2 SCH CAR6 PAN SHD2 SCH CAR6 FOT AIR2 SCH CAR4CLE COM6FOT AIR1 LON RIV3 HYD WEE3 SIS MIC7 SCH CAR3 PHY OPU3 SCH CAR3 SIS MIC9 VIB MUF3 SIS MIC9 SCH CAR3 PHY OPU3 SCH CAR3 CAR PEN17 HYD WEE4CAR PEN52 CAR PEN24 HYD WEE3 BUX GRV8 HYD WEE3 CAR PEN35 CAR PEN39 SIS MIC13 SIS MIC15 TOWNHOUSE BLDG B3 APT BLDG C3 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 3 1 : 1 2 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES PLANTING PLAN -ENLARGEMENT 3 BG RC/GB/DK L-404 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1" = 10'-0"1 WOODS PLANTING PLAN ENLARGEMENT - TOWNHOUSE BUILDING B3 & APT BUILDING C3 N GROUNDCOVER SCHEDULE SYMBOL KEY COUNT BOTANICAL NAME COMMON NAME ROOT SPACING REMARKS Ground Covers CAR PEN 1007 Carex pensylvanica Pennsylvania Sedge #SP4 Cont.12 in DES CES 219 Deschampsia cespitosa `Goldtau`Gold Dew Tufted Hair Grass #SP4 Cont.24 in HOS GEX 24 Hosta x `Great Expectations`Great Expectations Hosta #1 Cont.30 in SIS MIC 350 Sisyrinchium micranthum Blue-eyed Grass #SP4 Cont.18 in SCALE: 1" = 10' 0 10'20'30' SITE KEY PLAN - APT BLDG B3 & C3 PLANT SCHEDULE KEY COUNT BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS Evergreen Shrubs BUX GRV 69 Buxus x `Green Velvet`Green Velvet Boxwood #5 Cont. Grasses PAN HEA 16 Panicum virgatum `Heavy Metal`Heavy Metal Switch Grass #2 Cont. PAN SHD 15 Panicum virgatum `Shenandoah`Shenandoah Switch Grass #2 Cont. SCH CAR 160 Schizachyrium scoparium `Carousel`Carousel Little Bluestem #1 Cont. SCH SCO 91 Schizachyrium scoparium `Standing Ovation`Standing Ovation Little Bluestem #1 Cont. SPO HET 42 Sporobolus heterolepis Prairie Dropseed #1 Cont. Perennials BAP AUS 6 Baptisia australis Blue Wild Indigo #1 Cont. Shrubs CLE COM 6 Clethra alnifolia `Compacta`Compact Summersweet #3 Cont. FOT AIR 24 Fothergilla gardenii `Mt. Airy`Mt. Airy Dwarf Witchalder #5 Cont. HYD WEE 91 Hydrangea quercifolia `Pee Wee`Pee Wee Oakleaf Hydrangea #5 Cont. LON RIV 22 Diervilla x `G2X88544`Kodiak Orange Diervilla #5 Cont. PHY OPU 21 Physocarpus opulifolius `Mindia`Coppertina Ninebark #5 Cont. VIB DEN 8 Viburnum dentatum `Arrowwood`Arrowwood Viburnum #5 Cont. VIB MUF 13 Viburnum dentatum `Blue Muffin`Blue Muffin Arrowwood Viburnum #3 Cont. BR CU STRUCTURAL SOIL, TYP LIMIT OF TREE PLANTING SOIL TOWNHOUSE BLDG B1 & B2 APT BLDG C1 & C2 TOWNHOUSE BLDG B3APT BUILDING C3 SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 8 / 2 0 2 6 8 : 3 1 : 2 3 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES CU STRUCTURALSOIL PLAN -OVERALL BG RC/GB L-405 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 N 1" = 20'-0"1 CU - STRUCTURAL SOIL PLAN - OVERALL SCALE: 1" = 30' 0 30'60'120' SOIL LEGEND SITE KEY PLAN - CU STRUCTURAL SOIL SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 6/ 2 9 / 2 0 2 6 5 : 3 7 : 4 1 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LIGHTING PLAN -PHOTOMETRIC BG RC/GB/DK L-307 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1 6/29/2026 Addendum 1 Not To Scale1PHOTOMETRIC PLAN 1 BR /MATCHLINE 1 L-302 /MATCHLINE 1 L-302 /MATCHLINE 1 L-303 / MA T C H L I N E 1 L - 3 0 3 / MA T C H L I N E 1 L - 3 0 3 BUILDING A1 BUILDING A2 BUILDING B1 BUILDING B2 BUILDING B3 BUILDING C1 BUILDING C2 BUILDING C3 /MATCHLINE 3 L-305 /MATCHLINE 3 L-305 / MA T C H L I N E 3 L - 3 0 5 /MATCHLINE 1 L-305 /MATCHLINE 1 L-304 /MATCHLINE 1 L-304 /MATCHLINE 2 L-305 /MATCHLINE 2 L-305 /MATCHLINE 1 L-305 /MATCHLINE 1 L-306 /MATCHLINE 1 L-306 /MATCHLINE 2 L-306 /MATCHLINE 2 L-306 / MA T C H L I N E 1 L - 3 0 4 / MA T C H L I N E 1 L - 3 0 4 / MA T C H L I N E 2 L - 3 0 6 T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH TOWNHOUSE BLDG B1 & B2APT BLDG C1 & C2 APT BLDG A1 & A2 TOWNHOUSE BLDG B3 APT BUILDING C3 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 0 : 5 7 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -OVERALL BG RC/GB/DK L-301 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1 6/29/2026 Addendum 1 1" = 30'-0"1 FURNITURE AND LIGHTING PLAN - OVERALL FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALTNUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 NSCALE: 1" = 30' 0 30'60'120' SITE KEY PLAN - OVERALL LIGHTING LEGEND W1A W2A W1A W2A T4SAU1 12'-0" L1 L1 L1 AU1 T3S L2 L2 L2 L2 L2 L2B L2B L1 L1 AU1 T4S AU1 T4S BUILDING A1 BUILDING A2 /MATCHLINE 1 L-303 /MATCHLINE 1 L-303 M1 M1 R R B1A B1A L2 L7 L1 L1 L1 L4 L5 L5 L4 L4 L4 L8 L4 T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH APT BLDG A1 & A2 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 0 4 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -ENLARGEMENT 1 BG RC/GB/DK L-302 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1" = 10'-0"1 FURNITURE AND LIGHTING PLAN ENLARGEMENT - MANSION APTS & PLAYGROUND AREA FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height NSCALE: 1" = 10' 0 10'20'30' SITE KEY PLAN - BLDG A1 & A2 FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALT NUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 1 6/29/2026 Addendum 1 LIGHTING LEGEND T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH BR W1A W2A B1A B1A B1A W2 W1 B1A B1 B1A R1 R1 R1 R1 W2 W1 B1 L3 L2 L2 L2 L2 L3 L3 L3 L3 L3 L3 L3 L3 B1A BUILDING B1 BUILDING B2 BUILDING C1 BUILDING C2 / MA T C H L I N E 1 L - 3 0 4 / MA T C H L I N E 1 L - 3 0 4 /MATCHLINE 1 L-302/MATCHLINE 1 L-302/MATCHLINE 1 L-302 R R R L1 B1 B1 L3 L7 L1 L6 L6 L6 L6 L7 B2 B2 B2 B2 RECESSED LED BENCH LIGHT, TYP.5 L-508 L1 L1 TOWNHOUSE BLDG B1 & B2APT BLDG C1 & C2 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 1 3 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -ENLARGEMENT 2 BG RC/GB/DK L-303 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1" = 10'-0"1 FURNITURE AND LIGHTING PLAN ENLARGEMENT - TOWN HOMES & MULTIFAMILY GORGE OVERLOOK - WEST LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height NSCALE: 1" = 10' 0 10'20'30' FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALTNUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 1 6/29/2026 Addendum 1 SITE KEY PLAN - BLDG B3 & C3 LIGHTING LEGEND T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH B1A B1A B1A W2 W1 R1 R1 R1 W1A W2A W1A W2A R1 L3 L3 L3 L3 L3 L3 L3 L3L3 BUILDING B3 BUILDING C3 / MA T C H L I N E 1 L - 3 0 3 R R R L7 L4 L3 L4 TOWNHOUSE BLDG B3 APT BLDG C3 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 2 4 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -ENLARGEMENT 3 BG RC/GB/DK L-304 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND 1" = 10'-0"1 FURNITURE AND LIGHTING PLAN ENLARGEMENT - TOWN HOMES & MULTIFAMILY - EAST LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height NSCALE: 1" = 10' 0 10'20'30' FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALTNUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 1 6/29/2026 Addendum 1 SITE KEY PLAN - BLDG B3 & C3 LIGHTING LEGEND T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH L4 L4 L4 L4 L4 L4 L4 L4 L4 L4 L4 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 3 6 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -ENLARGEMENT 4 BG RC/GB/DK L-305 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1" = 10'-0"3 FURNITURE AND LIGHTING PLAN ENLARGEMENT - TOWN HOMES & MULTIFAMILY DRIVEWAY ENTRANCE LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height NSCALE: 1" = 10' 0 10'20'30' FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALT NUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 1 6/29/2026 Addendum 1 1" = 10'-0"1 FURNITURE AND LIGHTING PLAN ENLARGEMENT - MULTIFAMILY GORGE OVERLOOK AT THE ROAD ENTRANCE AND PARKING 1" = 10'-0"2 FURNITURE AND LIGHTING PLAN ENLARGEMENT - MULTIFAMILY - WEST SITE KEY PLAN - ROAD & PARKING LIGHTING LEGEND T3S: 3 SEATER TABLE AND CHAIR WITH UMBRELLA T4S: 4 SEATER TABLE AND CHAIR WITH UMBRELLA B1: SITE BENCH AU1: ALUMINUM UMBRELLA R1: BIKE RACK W1: WASTE RECEPTACLE W2: RECYCLING RECEPTACLER B2: SITE BENCH L4 L4 L4 W1A W2A L3 R L7 L4 L4 L4 L4 L4 L1: PEDESTRIAN BOLLARD L2/L2B: PEDESTRIAN POLE LIGHT L3: STREET POLE LIGHT L8: PLAYGROUND POLE LIGHT L4: PARKING AREA LUMINAIRE L5: PARKING AREA LUMINAIRE - DOUBLE HEAD L6: RECESSED BENCH LED LIGHT L7: DUMPSTER ENCLOSURE LUMINAIRE FURNITURE SCHEDULE BASE BID KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS URL AU1 4 7ft Canopy, Aluminum Panel Umbrella SiteScapes UM3091-AL-SM http://www.sitescapesonline.com B1 4 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 http://www.sitescapesonline.com B2 9 6 foot steel bench, thermally modified red oak seat DuMor 522-60TMR w/ Attached LED light https://dumor.com/ R1 8 Bike Rack, 7 Capacity, Surface Mount SiteScapes EC2-07-SM http://www.sitescapesonline.com T3S 1 Table, 36inch Round Top, 3 Backed Chairs SiteScapes CV6-1110 w/ Umbrella Hole http://www.sitescapesonline.com T4S 3 Table, 36inch Round Top, 4 Backed Chairs SiteScapes CV6-1120 w/ Umbrella Hole http://www.sitescapesonline.com W1 3 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com W2 3 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 http://www.sitescapesonline.com FURNITURE LEGEND SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 4 8 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES FURNISHING ANDLIGHTING PLAN -ENLARGEMENT 5 BG RC/GB/DK L-306 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 LIGHTING FIXTURE SCHEDULE KEY COUNT DESCRIPTION MANFACTURER MODEL SPEC NUMBER NOTES L1 23 Pedestrian Bollard lumenpulse Lumenalta Bollard Directional DarkSky #ALTB-6-120/277-3FT-FFD-H6-CL-XS10-30K-80-2 L2 10 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 12 foot height L2B 2 Pedestrian Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-4BLS 12 foot height L3 20 Street Pole Light lumenpulse Lumenalta Small Post-Top Directional DarkSky #ALTS-TN-120/277-SPN01-FFD-H18-CL-M40-30K-2BLS 16 foot height L4 24 Parking Area Luminaire McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L5 2 Parking Area Luminaire - Double Head McGraw-Edison GALN Galleon II Area / Site Luminaire #GALN-SA1C-830-U-T4W-HSS 16 foot height L6 9 Recessed Bench LED Light luminii Myka 45 Wet - Static White #K45MW-48”-VC72SO-F-CB w/ In Ground Power Supply L7 4 Dumpster Enclousure Luminaire Lumark Crosstour Series Wall Mount Luminaire #XTOR2B-Y L8 1 Playground Pole Light Ligman Lighting USA Odessa 23 Large Floodlight Spike Cluster Column #UOD-21084-M-W30-01 BLACK RAL 9011-A54331 12 foot height NSCALE: 1" = 10' 0 10'20'30' FURNITURE SCHEDULE ADD-ALTS KEY COUNT DESCRIPTION MANUFACTURER MODEL COMMENTS ADD-ALTNUMBER B1A 11 Six foot, Backed Bench,w/ End Rests SiteScapes CP1-1002 Include concrete pad #11 W1A 5 Trash Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 W2A 5 Recycling Receptacle, 36 Gal. Capacity, Dome Top. w/ latch SiteScapes CV2-2101 Include concrete pad #11 1 6/29/2026 Addendum 1 1" = 10'-0"2 FURNITURE AND LIGHTING PLAN ENLARGEMENT - TURNING CIRCLE 1" = 20'-0"1 FURNITURE AND LIGHTING PLAN ENLARGEMENT - DRIVE V SITE KEY PLAN - ROAD LIGHTING LEGEND SWBR NYS Certificate of Authorization #: 021723 260 E Main St Suite 4000 Rochester, NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 7/ 7 / 2 0 2 6 9 : 4 1 : 5 4 A M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / B e a c o n _ S o u t h w o r k s _ W o o ds _ L A _ R 2 5 . r v t 25189.00 ES LIGHTING PLAN -PHOTOMETRIC BG RC/GB/DK L-307 CONSTRUCTIONDOCUMENTS Beacon Communities Beacon Southworks - TheWoods 505 Ellicott St. Suite 44 Buffalo,NY 14203 June 12, 2026 620 South Aurora Street, Ithaca,NY 14850 1 6/29/2026 Addendum 1 Not To Scale1PHOTOMETRIC PLAN BLDG 171 story - 16' high BLDG 181 story - 21' high BLDG 23 story -33' high BLDG 14 story - 44' BLDG 102 story - 48' high BLDG 11A1 story - 24' high BL D G 1 0 A 1 s t o r y - 4 8 ' h i g h BLDG 33 story - 33' high BLDG 3A - 1 story - 1 1 ' h i g h BLDG 43 story - 33' high BLDG 8A - 1 story - 1 6 ' h i g h BLDG 13A1 story - 17' high BLDG 13B1 story - 24' high BLDG 141 story - 20' high BLDG 4A - 1 story - 1 1 ' h i g h BLDG 92 story - 26' high BLDG 213 story30' high BLDG 244 story - 44' LOADINGDOCK PARTIALBASEMENT U P P E R M O R S E P L A C E DRIVEIII EASEMENT (iii)0.142 Acres T U R N E R P L A C E PROPOSED 50 UNIT APARTMENT BUILDING G1 PROPOSED 50 UNIT APARTMENT BUILDING G2 21 22 19 RO A D F U P P E R M O R S E P L A C E 32 39 10 DRIVE G 56895.60 Sf.1.31 Acres 47768.34 Sf.1.10 Acres 68643.39 Sf.1.58 Acres Parcel C PR O J E C T B O U N D A R Y PROJECT BOUNDARY PROJECT BOUNDARY L O W E R M O R S E P L A C E Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) 00 40'80' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 25189.00 JBG SITE PLAN JBG RSN C3 BEACON COMMUNITIES Beacon Southworks - Gateway 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com Design Development 2/27/2026 PIKE RECEIVED 03/02/2026 tr a i l e r dumpsters Magni Pad existing fence construction fence contractor parking existing fence construction fence construction fence Gates Gates Gates G-1 SD: 1/4/27 CD: 3/6/28 G-2 SD: 1/28/27 CD: 4/13/28 Truck Routes Gateway Draft Phasing and Logistics Plan 6-29-26 SD: Start Date CD: Completion Date The intent is to do a phase turn over based on completion date Strorage Containers 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width 18 16 23 21 5 28 PROJECT BOUNDARY PROJECT B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PR O J E C T B O U N D A R Y PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT.SHED LOADING AREA PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.50 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV FEVEV FEV FEV FEV FEV FEV FEVFEV FEV EV EV EV FEV FEV FEV FEV EV FEV FEV FEV FEVFEVFEVFEVFEVFEV FEV FEV DANBY ROAD DRIVE V ST ST 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements,designs and plans indicated thereon or presentedthereby are owned by and remain the property ofSWBR and no part thereof shall be utilized by anyperson, firm, or corporation for any purposewhatsoever except with the specific writtenpermission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG JBG RSN BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44Buffalo,NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system prior to digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig!1-800-962-7962 Dig Safely New York(non-members must be contacted separately) FE Project Number 2011.104-008 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169 www.FaganEngineers.com OVERALL SITE PLAN C300 PIKE RECEIVED 06/15/2026 C-1 SD: 3/4/27 CD: 2/15/28 C-2 SD: 2/1/27 CD: 1/13/28 C-3 SD: 4/6/27 CD:3/17/28 B-1 SD: 6/7/27 CD: 1/20/28 B-2 SD: 6/29/27 CD: 4/18/28 B-3 SD: 7/28/27 CD:5/15/28 A-1 SD: 9/16/27 CD: 7/6/28 A-2 SD: 10/6/27 CD: 7/26/28 Magni Pads Approx. Temp Fence Trailer Lockable Gates Dumpsters Truck Routes Lockable Gates Lockable Gates Lockable Gates contractor parking Strorage Containers Staging Area Dumpsters Main Entrance and Exit The Woods Draft Phasing and Logistics Plan 6-29-26 SD: Start Date CD: Completion Date The intent is to do a phase turn over based on completion date Visual Impact Analysis View 1: Before Development View 1: After Development (The Woods development is not visible) View 2: Before Development View 2: After Development (The Woods development is visible) View 4: Before Development View 4: After Development (The Woods development is not visible) View 7: Before Development View 7: After Development (The Woods development is visible) View 8: Before Development View 8: After Development (The Woods development is not visible) View 9: Before Development View 9: After Development (The Woods development is not visible) View14: Before Development View 14: After Development (The Woods development is not visible) View 16: Before Development View 16: After Development (The Woods development is potentially visible – mostly obscured by trees/shed) SSIJIUNWLWODUODeSgMPA}9911gAqueg YaMsnoovaa pace ro n n Peee e ee e re n e e re | KG“a po e 113 East Chemung Place | Elmira, New York 14904 | 607.734.2165 | FaganEngineers.com July 7, 2026 Justin McNeal, Director Town of Ithaca Engineering Department 114 Seven Mile Drive Ithaca, NY 14850 RE: SouthWorks Woods – SWPPP Project Narrative and Attachments SWBR Project No. 22232.00 FE Project 2011.104-008 Dear Justin, The SWPPP has been updated based on the verbal comments received at the June 16, 2026 meeting. We have included the comments are our responses below. 1. Review the Time of Concentration (Tc) calculations and flow path length used in the hydraulic model. Reply: The Time’s of Concentrations have been modified to add the pipe and open channel flows this increased the Time’s of Concentration a small amount. Updated HydroCAD Reports are included in the SWPPP. 2. Review the existing 24-inch RCP crossing under NYS Route 96B (Danby Road). The existing invert appears only a few inches below the catch basin rim. Reply: The proposed plan is to daylight the existing catch basin and enter a new 24-inch storm sewer using a catch basin and grates. There will be a low area between Danby Road and the Development to collect stormwater. There are two new catch basins in this low areas to accept stormwater. 3. Confirm the ability of the downstream conveyance system to handle the off-site stormwater from the 24-inch RCP crossing under NYS Route 96B (Danby Road). Reply: Calculating the maximum capacity of the 24-inch pipe at 2% slope, the storm sewer can convey the 100-year storm event. The proposed catch basins range from 2.52% - 12.71% slope. A conveyance section has been added to the SWPPP report. 4. Demonstrate adequate capacity to convey stormwater to the StormTech system and AquaBox System. Reply: Calculating the maximum capacity of the conveyance pipes using Mannings Formula, the conveyance system can flow the 100-year Storm Event. 5. Provide high-flow bypasses for all hydrodynamic separators so large storm events bypass the treatment units instead of overloading them. Page 2 SWPPP Submission July 7, 2026 113 East Chemung Place | Elmira, New York 14904 | 607.734.2165 | FaganEngineers.com Reply: The ADS Arcadia Hydraulic Separators have internal bypass capacity. The smaller unit that discharges to the camber system has bypass capacity for 50-year storm. The larger unit that discharges to the AquaBox system has bypass capacity for the 10-year storm. Appendix K includes maximum bypass capacities based on the rim to invert difference. For the Arcadia AR6 the maximum rim to invert distance on the table is 46-inches. The proposed unit rim to invert distance is 134-inches. We are working to ADS Pipe to calculate the maximum bypass flow rate for 134-inches. 6. Revise the proposed roadside dry swale on Drive V (Southern Driveway). The proposed swale is approximately 10% slope, while NYSDEC dry swales are limited to 4% slope. Reply: We agree that the current driveway cannot be treated as a dry swale at 10%. We have left the dry swale in the GI worksheets as a place holder that the project needs to provide water quality treatment for this access road. This road design has not been finalized. The road profile could be increased to typical town road standards, or the road might be eliminated completely. The Town of Ithaca and the development team have been discussing this access drive and are working towards a final design. 7. Please provide Geotechnical results for the project. Reply: The Geotechnical Soils Report is Attachment 12 of this submittal. Thank you again to the entire Town Staff for assisting with this project. We look forward to presenting the Preliminary Plan to the Planning Board at their August Meeting. Sincerely, FAGAN ENGINEERS & LAND SURVEYORS, P.C. James B. Gensel, P.E., CPESC President JUNE 2026 (Revised July 2026) FE PROJECT NO. 2011-104.008 STORMWATER POLLUTION PREVENTION PLAN FOR BEACON COMMUNITIES SOUTHWORKS - THE WOODS BEACON COMMUNITIES 505 ELLICOTT STREET, SUITE 44 BUFFALO, NY 14203 PREPARED BY BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS TC - 1 TABLE OF CONTENTS SECTION TITLE PAGE NO. I. Introduction and Regulatory Information .......................................................... SWPPP – 1 II. Stormwater Runoff Control ............................................................................... SWPPP – 3 III. Erosion Control Plan ........................................................................................ SWPPP – 9 LIST OF APPENDICES Appendix A NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity (GP-0-25-001) Appendix B NYSDEC SPDES Forms Appendix C HydroCAD Drainage Calculations and Output: Existing Condition Appendix D HydroCAD Drainage Calculations and Output: Developed & Mitigated Conditions Appendix E Water Quality, and Conveyance Sizing Appendix F USDA NRCS Soil Survey & Soil Testing Report Appendix G NYSDEC Blue-Book “Lite” Appendix H Deep Ripping and Decompaction Appendix I SPDES Construction Log Book Appendix J CU Structural Soil Appendix K ADS Design Drawings Appendix L Site Plan Drawings BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 1 I. INTRODUCTION AND REGULATORY INFORMATION The stormwater pollution prevention plan (SWPPP) providess the proposed stormwater treatment and stormwater modeling to obtain permitting in compliance with the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity. The Woods development consists of apartments and townhouses on approximately 7.25 acres including related infrastructure. The development is served by existing public water and sanitary sewer facilities. The development includes 8 buildings with apartments and townhomes. The intent of this report is to provide a Stormwater Pollution Prevention Plan and Drainage Analysis to comply with the SPDES General Permit for Construction Activities (GP-0-25-001) requirements. The proposed Project Site is generally located on New York State Route 96B – Danby Road south of the Southworks development and west of Ithaca College. The property is currently undeveloped and mostly wooded. The proposed project consists of three tiers. The upper tier includes two 9 unit apartment buildings. The middle tier a 6 unit townhouse building, 9 unit townhouse building and a 12 unit townhouse building. The lower tier consists of the 27 unit apartment building, a 26 unit apartment building and a 30 unit apartment building. This Stormwater Pollution Prevention Plan (SWPPP) is prepared to instruct owners/operators and their Contractors on mitigation measures to prevent pollutants in stormwater runoff from entering the waters of the United States. Stormwater discharges from construction activities are required to obtain permit coverage through New York’s State Pollution Discharge Elimination System (SPDES). The New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit for Stormwater Discharges from Construction Activity (GP-0-25-001) requirements must be adhered to. Appendix A contains a copy of the GP-0-25-001 permit. The Notice of Intent (NOI) for the General Permit and the MS4 Acceptance Form for this project are included as Appendix B. The eNOI must be received by NYSDEC a minimum of 5 business days prior to any soil disturbance commencing at the project site. A paper NOI must be received by NYSDEC a minimum of 10 business days prior to any soil disturbance beginning. A blank copy of the Notice of Termination (NOT) is also included in Appendix B and is to be completed upon stabilization of the project site. Certification The SWPPP preparer, the Owner/Operator and each Contractor and Subcontractor must sign the appropriate certification in the Construction Site Logbook. All appropriate signatures must be obtained prior to work commencing on the project site. This logbook is included in Appendix I. The Owner/Operator must identify the Contractor(s) and Subcontractor(s) that will be responsible for installing, constructing, repairing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP. Each Contractor and Subcontractor must identify at least one trained individual from their company that will be responsible for implementation of the SWPPP. At least one trained individual must be on site on a daily basis when soil disturbance activities are being performed. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 2 Submittals The Contractor shall submit a “Construction Phasing Plan” which shows the sequence of construction, the installations of erosion and sediment control practices, a list of areas to be disturbed associated with each construction activity and the procedure for stabilizing inactive disturbed areas. Proposed dates shall be provided for all the construction activities including temporary and permanent stormwater control measures. SWPPP Availability This SWPPP will be kept on-site for review by regulatory agencies, the Engineer and Contractors. The SWPPP will stored in a clearly labeled location which is accessible at all times. It cannot be kept in a location which is locked during off-hours. References and Standards The NYSDEC technical standards for erosion and sediment controls are contained in the “New York Standards and Specifications for Erosion and Sediment Control”. This document can be obtained by contacting NYSDEC or downloaded from the NYSDEC website from the following link, http://www.dec.ny.gov/chemical/8694.html . A selection of common standards and specifications are included as the Blue-Book “Lite” in Appendix G. Site Location The proposed Project Site is generally located on New York State Route 96B – Danby Road south of the intersection with Coddington Road. Site Owner/Operator The name and address of the Owner/Operator, including contact person is: Owner/Operator Contact Beacon Communities Address 505 Ellicott St. Suite 44 Buffalo, New York 14203 Pre-construction Requirements Prior to any soil disturbance at the project site the “Construction Site Logbook” must be located on-site with all required signatures. The pre-construction meeting and inspection form must be completed. All required temporary erosion control measures must be installed for the involved phases of the project. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 3 II. STORMWATER RUNOFF CONTROL The SPDES General Permit for Construction Activities program requires that the development of any project must include a hydrological study demonstrating that the proposed project will not increase runoff rates during the 10 and 100-year design storm. This section of the SWPPP is dissected into three areas - existing conditions, developed conditions and mitigation measures. Existing Conditions Based upon the NRCS Soil Survey, the project area consists of the following soil types: Lordstown, Tuller and Ovid series soils – Lordstown, Tuller and Ovid soils are designated as HSG ‘D’ group soils in the USDA NRCS Urban Hydrology for Small Watersheds (TR-55) manual. Group ‘D’ soils have low infiltration rates when thoroughly wetted; The project was divided into three drainage areas. The property contains three drainage swales that combine and flow to an unnamed tributary of Six Mile Creek. EDA-1 This area includes the northern portion of Danby Road and areas tributary to the swale along the existing Morse Chain Drive. EDA-2 This area includes a catch basin drainage system on Danby Road and the center portion of the property. EDA-3 This area includes the southern portion of the property tributary to an unnamed tributary of Six Mile Creek. The existing drainage conditions were modeled with the use of the USDA NRCS Technical Release 55 (TR-55) titled Urban Hydrology for Small Watersheds and HydroCAD. The curve numbers, times of concentration and areas are summarized on the following table: Table I Existing Conditions Drainage Properties Drainage Area Curve Number Time of Concentration Area (acres) EDA-1 82 21.7 8.08 EDA-2 82 22.3 7.77 EDA-3 78 21.1 0.80 Total 16.65 BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 4 Appendix C contains the output for the existing and developed conditions as well as the drainage area maps. The estimated existing condition design storm peak runoff rates are as follows: Table II Existing Drainage Peak Runoff Rates Design Storm 1-Year Storm 10-Year Storm 100 Year Storm EDA-1 5.23 cfs 14.69 cfs 33.21 cfs EDA-2 4.95 cfs 13.91 cfs 31.47 cfs EDA-3 0.36 cfs 1.22 cfs 3.01 cfs POS A 10.55 cfs 29.82 cfs 67.68 cfs cfs: Cubic Feet per Second Developed Conditions The project drawings depict the proposed development of the site. The developed condition was also modeled with the USDA NRCS Technical Release 55 (TR-55) titled Urban Hydrology for Small Watersheds and HydroCAD. The project area is broken into six (6) drainage areas. The drainage areas are the following: PDA-1 This includes the northern portion of Danby Road. The majority of this area is not developed and is directed around the development. PDA-2A This a portion of Danby Road that is collected in roadside catch basins and is directed around the development. PDA-2B This is the upper portion of the development and includes two 9 unit apartment buildings and associated parking areas. This area contains an underground StormTech system. PDA-2C This is the middle portion of the development and includes the remaining roofs and center drive and parking. This center drive will be a dedicated Town of Ithaca Road. PDA-2D This is the lower portion of the development and includes the lower parking areas and a underground AquaBox system. PDA-3 This is the southern portion of the development and contains a small portion of the proposed Town of Ithaca Road. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 5 The total areas, curve number, and times of concentration for the existing drainage areas are summarized on Table III. A map showing the existing drainage areas is included in Appendix D. Table III Proposed Conditions Drainage Properties Drainage Area Curve Number Time of Concentration Area (acres) PDA-1 85 8.6 3.45 PDA-2A 85 14.6 4.94 PDA-2B 93 12.1 0.88 PDA-2C 89 12.2 4.58 PDA-2D 92 9.0 0.75 PDA-3 81 8.3 2.05 Total 16.65 Appendix D contains the output for the existing and developed conditions as well as the drainage area maps. The estimated existing and developed condition design storm peak runoff rates are as follows: Table IV Developed Drainage Peak Runoff Rates Design Storm 1-Year Storm 10-Year Storm 100 Year Storm PDA-1 4.37 cfs 10.73 cfs 22.49 cfs PDA-2A 5.04 cfs 12.56 cfs 26.56 cfs PDA-2B 1.61 cfs 3.16 cfs 5.82 cfs PDA-2C 6.64 cfs 14.54 cfs 28.53 cfs PDA-2D 1.44 cfs 2.90 cfs 5.40 cfs PDA-3 1.96 cfs 5.49 cfs 12.40 cfs POS-A 20.28 cfs 47.58 cfs 97.66 cfs cfs: Cubic Feet per Second As shown in the table above, the stormwater estimates for the project depict an increase in the peak runoff rate in the developed condition. Mitigation of stormwater peak flows is required. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 6 Mitigation Measures Since the proposed project will disturb more than 1 acre, stormwater quality and quantity mitigation measures are required under the NYSDEC SPDES program (GP-0-25-001). The project includes a StormTech underground storage system with a Arcadia Stormwater Separator, a AquaBox underground storage system with a Arcadia Stormwater Separator, tree plants and a dry swale to satisfy the NYSDEC requirements in Chapter 4 of the New York State Stormwater Management Design Manual. The residential project is not considered a stormwater hotspot. The two 9 unit apartment buildings and parking areas at the upper end of the project site will mitigate stormwater using a StormTech underground storage system with a Arcadia stormwater separator. The Arcadia stormwater separator has been designed with a flow bypass. The other buildings and associated pavement will mitigate stormwater using a AquaBox underground storage system with a Arcadia stormwater separator. The Arcadia stormwater separator has been designed with a flow bypass. The design drawing are included in Appendix K. The project will include 26 tree planters with CU structural soil and the street parking and sidewalks. The project includes a total of more than 100 new trees and other associated bushes. The new site access road will treat stormwater using the roadside swale. The Runoff Reduction (RRv) and Water Quality Volume (WQv) calculations are included in Appendix E. The project site was reviewed for Green Infrastructure Practices in accordance with Chapter 5 of the Stormwater Management Design Manual. Some of the practices that will be implemented on this project include: • The project will include new tree planting. • The offsite area is diverted before entering the project site. • Road length has been reduced. • Dry Swale to treat residential development. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 7 Water Quality Treatment Total Area: 8.27 acres Total Impervious Area: 3.87 acres Percent Impervious Area: 47% Total WQv: 15,134 CF Min RRv: 2,875 CF RRv Provided: 13,336 CF WQv Treated: 1,438 CF WQv Reduced & Treated: 15,134 CF The proposed mitigate reduced the peak runoff rates for the developed project. The following tables summarize the performance of the underground stormwater system. Table V Upper Chambers Summary Design Storm Stormwater Inflow Basin Discharge Peak Elevation 1-Year Storm 1.61 cfs 0.47 cfs 756.41 10-Year Storm 3.16 cfs 1.18 cfs 757.46 100-Year Storm 5.82 cfs 2.00 cfs 759.66 cfs: Cubic Feet per Second Infiltration Bottom: 755.00 Infiltration Rate: 0.0 in/hr Table VI AquaBox Summary Design Storm Stormwater Inflow Basin Discharge Peak Elevation 1-Year Storm 7.97 cfs 0.63 cfs 729.42 10-Year Storm 17.23 cfs 2.88 cfs 731.51 100-Year Storm 33.56 cfs 11.31 cfs 734.96 cfs: Cubic Feet per Second Infiltration Bottom: 727.00 Infiltration Rate: 0.0 in/hr As shown in the above tables, the proposed basins exceed the NYSDEC requirements for mitigation compared to the existing condition. The HydroCAD output for the mitigation analysis is included in Appendix D as part of the Developed Condition. Stormwater Conveyance Offsite stormwater crossing Danby Road in EDA-2 and daylights to a earthen swale. The proposed plan is to inlet this stormwater through a catch basin grate into a new 24-inch storm sewer. There are two new catch basins proposed along Danby Road to accept this stormwater. The maximum flow rate of a 24-inch culvert at a minimum slope of 2% is 37.28 cfs. This capacity is greater than the 100-Year Storm Event. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 8 Table VII Danby Road Bypass Storm Sewer Storm Event Peak Flow Rate Adequate Capacity 1 Year Storm 5.04 cfs Yes 10 Year Storm 12.56 cfs Yes 25 Year Storm 17.48 cfs Yes 50 Year Storm 21.46 cfs Yes 100 Year Storm 26.56 cfs Yes The two upper 9 unit apartment buildings and associated parking areas are tributary to a StormTech Chamber system (Appendix K). The collection and conveyance system consists of catch basins and 15-inch storm sewer pipe. The maximum flow rate of a 15-inch culvert at a minimum slope of 1% is 23.63 cfs. This capacity is greater than the 100-Year Storm Event. This stormwater is pretreated using a ADS Arcadia AR3 hydraulic separator. This treatment unit has in internal bypass capacity of greater than 5 cfs. This unit has the capacity of the 50-year storm event and almost the 100-year storm event. Table VIII StormTech Chamber Storm Sewer Storm Event Peak Flow Rate Adequate Capacity 1 Year Storm 1.61 cfs Yes 10 Year Storm 3.16 cfs Yes 25 Year Storm 4.05 cfs Yes 50 Year Storm 4.86 cfs Yes 100 Year Storm 5.82 cfs Yes The lower five apartment buildings and associated parking areas are tributary to a AquaBox System (Appendix K). The collection and conveyance system consists of catch basins and 18-inch storm sewer pipe. The maximum flow rate of a 18-inch culvert at a minimum slope of 1% is 38.29 cfs. This capacity is greater than the 100-Year Storm Event. This stormwater is pretreated using a ADS Arcadia AR6 hydraulic separator. This treatment unit has in internal bypass capacity of greater than 17.7 cfs. This unit has the capacity of the 10-year storm event. Table IX AquaBox Storm Sewer Storm Event Peak Flow Rate Adequate Capacity 1 Year Storm 7.97 cfs Yes 10 Year Storm 17.23 cfs Yes 25 Year Storm 22.69 cfs Yes 50 Year Storm 27.67 cfs Yes 100 Year Storm 33.56 cfs Yes Community Risk and Resiliency Act This Stormwater Pollution Prevention Plan (SWPPP) includes a comprehensive assessment of future physical risks due to climate change, as required by the Community Risk and Resiliency Act (CRRA). The following considerations have been integrated into the overall site planning, location BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 9 and elevation of features, and the design and sizing of stormwater control measures, conveyance systems, and detention infrastructure: 1. Increasing Temperature Projected increases in average and extreme temperatures may accelerate the degradation of stormwater infrastructure materials and impact biological processes within green infrastructure. Control measures have been designed with materials and vegetative species that are heat-tolerant and resilient to prolonged warm conditions, reducing maintenance and extending functional lifespan. 2. Increasing Precipitation With the expectation of more intense and frequent rainfall events, stormwater systems have been sized using the 100-Year storm event based on updated precipitation data from NOAA Atlas 14 and relevant NYS DEC guidance. Increased storm volumes were considered to ensure adequate capture and slow release of runoff to prevent downstream erosion and flooding. 3. Increasing Variability in Precipitation, Including Drought This site is prepared to handle both extremes—heavy rainfall and extended dry periods. Vegetative practices include drought-tolerant plantings to remain effective during low-moisture periods, and erosion controls have been placed to stabilize soils during intermittent storm events. Extended dry conditions could lead to concentrated pollutant buildup; thus, pre-treatment features like forebays and vegetated buffers are included to improve water quality. 4. Increasing Frequency and Severity of Flooding Design elevations and critical infrastructure placements (e.g., inlets, outelt structures) take into account future floodplain projections. Conveyance and detention systems are placed and sized with freeboard considerations to accommodate both current and future 100-year flood elevations, based on FEMA flood maps and NYS guidance. 5. Rising Sea Level Although this site is not directly adjacent to tidal waters, indirect effects of sea level rise—such as altered groundwater levels and increased backflow pressure in regional drainage systems—were considered. Higher invert elevations on critical outflows have been incorporated to reduce risk of reverse flow or inundation during high tides or storm surge events. 6. Increasing Storm Surge Where applicable, storm surge risks from coastal storms have been evaluated using NYSDEC Sea Level Rise projections and FEMA surge maps. For lower-lying areas, infrastructure has been elevated or protected to minimize surge impacts, particularly on conveyance and detention infrastructure vulnerable to temporary overtopping or saltwater intrusion. 7. Shifting Ecology Changes in regional ecology may affect the viability of plant species and ecosystem functions in vegetated practices (e.g., bioretention areas, swales). Planting plans were developed with input from regional climate-adaptive planting guides to ensure long-term viability and performance of stormwater management systems. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 10 III. EROSION CONTROL PLAN The project drawings depict the proposed storm sewer and proposed stormwater basins. The drawings also depict locations of the standard temporary and permanent erosion control measures. The following is a summary of the erosion control measures: Temporary Erosion Control A complete list of NYSDEC approved temporary erosion control measures can be found in the “New York Standards and Specifications for Erosion and Sediment Control”. The temporary erosion control measures (with the reference page in parentheses) that are to be utilized on this site include but are not limited to the following: Stabilized Construction Access (5A.75): Install stone access drive prior to disturbing site and maintain throughout the duration of the project until permanent stabilization is established. Sweep adjoining pavement as required. Invasive Species Control: The project site contains many invasive species. To minimize the further spread of invasive species all vehicles leaving the site must be cleaned. Seeds or other plant parts stuck to soil in tire treads, and other vehicle parts will easily spread invasive plants. Topsoil Stockpile: Locate stockpile(s) away from drainage structures. Protect with perimeter silt fence and vegetative cover. Compost Filter Sock and/or Silt Fence: Install compost filter socks and/or silt fence at the down slope perimeter of the project. Filter socks or silt fence shall be installed perpendicular to the slope and not within any drainage channels. Maintain filter socks and/or silt fence throughout the duration of the project until the establishment of permanent stabilization. Repair breaches in the filter socks on a daily basis. Site Stabilization: Any disturbed areas of the site where construction activities have temporarily or permanently ceased for more than 14 days shall be stabilized with vegetative cover. Winter stabilization can be done using mulch or other Engineer approved manufactured products. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 11 Permanent Erosion Control Permanent structures for erosion and sediment control included the following: Grassed Waterway (5B.11): Grassed waterways or swales shall be installed to convey runoff without causing damage by erosion. Some areas of higher flows/velocity will receive permanent turf reinforcement mats (TRMs). The project drawings depict type and location of the TRMs. Rock Outlet Protection (5B.21): Outlet protection using NYSDEC approved practices will be installed at all drainage outlets. The purpose of the rock outlet protection is to reduce the depth, velocity, and energy of water, such that the flow will not erode the receiving downstream reach. The grassed waterway will require periodic maintenance as per the NYSDEC publication Reducing the Impacts of Stormwater Runoff from New Development. The contractor is responsible for the maintenance and management of the stormwater management practices during construction. The owner is responsible for the maintenance and management of permanent stormwater structures after project completion. All practices shall be inspected at least semi-annually. Appendix G contains standard detail sheets from the New York State Guidelines for Urban Erosion and Sediment Control. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 12 Construction Sequence All activities must follow the “Construction Phasing Plan” approved by the Engineer. Construction should commence following this general sequence: 1. All page numbers (5*.**) refer to the New York State Guidelines for Urban Erosion and Sediment Control. 2. Control dust on site to prevent dust leaving the site and creating off-site damage, health hazards, and traffic safety problems. Treatment includeds but is not limited to spraying disturbed soil surfaces with water (5A.87). 3. Install stabilized construction entrance (5A.75). width: - Twelve (12) ft. minimum, but not less than the full width at points where ingress or egress occurs. If only one entrance is used the minimum width shall be twenty-four (24) feet. 4. Install silt fence and/or compost filter sock prior to any site disturbance and place around all disturbed areas as per the approved site drawings. 5. Clear and grub the site. Strip topsoil and stockpile on-site with perimeter silt fence and vegetative cover. Perform land grading in accordance with manual (5B.49). 6. Install compost filter sock sediment traps. Maintain and repair sediment traps through the duration of the project (5B.46). Sediment traps shall be sized based on the number of lots are being developed. 7. Construct all dry swales / grass waterways/swales (5B.11). 8. Install catch basin with inlet protection (5B.57) as the collection and conveyance system is installed. 9. Install undergrounds basins with protected inlets. Only direct stormwater pretreated by other SMPs to basins. 10. Construction of main project elements including infrastructure and new pavement. 11. Perform soil restoration to disturbed areas of the site that will not be paved. Soil restoration includes deep ripping the subsoil to a minimum depth of 12-inches, mixing 3-inches of compost into the subsoil, and spreading 6-inch of topsoil to the site. 12. Seed and mulch the project site with a grass seed mix. 13. Remove sediment from any sediment traps or check dams. Remove accumulated sediment and finalize grading of the forebays. 14. Remove all temporary erosion control methods when contributing drainage areas have reached final stabilization. Information on Drawings 1. Location(s), size(s) and length(s) of each erosion and sediment control practice both temporary and permanent. 2. Existing and proposed site conditions, details, and other SWPPP related information. 3. Specifications including information pertinent to stormwater management. BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 13 Inspection Schedule The GP-0-25-001 requires periodic inspection by a qualified professional on a periodic basis. The Owner/Operator shall ensure the erosion and sediment controls identified in the SWPPP are being maintained in effective operating conditions at all times. Appendix I contains the NYSDEC SPDES Log Book and related forms. The Owner/Operator shall have a Qualified Inspector conduct site inspections at least once every seven (7) calendar days for sites with less than five (5) acres of disturbed area at any one time. Sites with more that five (5) acres of disturbed area at any one time require as least two (2) site inspections every seven (7) calendar days. Inspections shall be separated by a minimum of two (2) calendar days. Temporarily stabilized sites with no active site construction will be inspected at least once ever thirty (30) calendar days. The Owner/Operator shall notify the NYSDEC in writing prior to reducing the frequency of inspections. The Qualified Inspector shall notify the Owner/Operator and Contractors of any corrective actions that need to be taken within one business day of the completion of an inspection. The responsible Contractor(s) shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. A Qualified Inspector is a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC) or licensed Landscape Architect. It may also be a person who has received four (4) hours of stormwater training endorsed by the NYSDEC working under the direct supervision of a licensed Professional Engineer or licensed Landscape Architect. Spill Prevention and Control Practices The following materials or substances listed below are expected to be present on-site during construction: • Concrete and concrete projects • Paints • Wood • Asphalt • Plastics • Diesel and gasoline fuels • Motor oil • Steel • Sheet metal • Glass • Silicone (sealants) BEACON COMMUNITIES SWPPP – SOUTHWORKS – THE WOODS SWPPP - 14 The Contractor is required to keep the site free form construction debris and litter. No construction material or debris shall be allowed to discharge to the waters of the United States. Materials with the potential for spillage shall be stored in a neat orderly manner and, if possible, under a roof or other enclosure. Materials shall be stored in their original containers with the original manufacturer’s label. If materials are kept on-site in containers with a volume of 55 gallons or greater, they shall be stored within secondary containment. The Contractor shall contact the NYSDEC Spill Hotline (1-800-457-7362) in the event a spill occurs on-site during construction. A spill report must be filled out and included in the “Construction Site Logbook”. Project Closeout Requirements A Notice of Termination (NOT) must be submitted to the NYSDEC once the project is completed to terminate the permit. Total project completion includes the following activities: • All construction activity identified in the SWPPP has been completed. • All areas of disturbance have achieved final stabilization as defined in the permit. • All temporary erosion and sediment control measures have been removed. • All permanent erosion and sediment control measures have been constructed in conformance with the SWPPP and are operations. • A final site inspection has been conducted by a Qualified Inspector. Retention of Records The Owner/Operator shall retain a copy of the following documents on-site for a period of three (3) years from the date of the project sites final stabilization. • Stormwater Pollution Prevention Plan (SWPPP) • Contract Documents including Contract Drawings and Technical Specifications. • Construction Site Logbook including signed certifications and all inspection reports. • The Notice of Termination (NOT) Appendix A NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity (GP-0-15-002) PREFACE Pursuant to Section 402 of the Clean Water Act (CWA), and 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System (NPDES) permit or by a state permit program. New York State administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7 and 8, and Article 70, as well as 6 NYCRR Parts 621 and 750. Construction activities constitute construction of a point source and, therefore, pursuant to ECL sections 17-0505, 17-0701, and 17-0803, the owner or operator must have coverage under a SPDES permit prior to commencement of construction activities. The owner or operator cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES CONSTRUCTION GENERAL PERMIT (CGP) GP-0-25-001FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part I. How to Obtain Coverage and General Requirements ..................................... 5 A. Eligibility Requirements...................................................................................... 5 B. Types of Discharges Authorized ........................................................................ 9 C. Prohibited Discharges ...................................................................................... 10 D. Electronic Notice of Intent (eNOI) Submittal..................................................... 10 E. General Requirements for Owners or Operators with Permit Coverage .......... 14 F. Permit Coverage for Discharges Authorized Under GP-0-20-001.................... 18 G. Change of Owner or Operator.......................................................................... 19 Part II.Water Quality-Based Effluent Limitations ..................................................... 20 A. Maintaining Water Quality ................................................................................ 20 B. Effluent Limitations Applicable to Discharges from Construction Activities ...... 20 C. Post-Construction Stormwater Management Practice (SMP) Requirements ... 23 Part III. Stormwater Pollution Prevention Plan (SWPPP)......................................... 28 A. General SWPPP Requirements ....................................................................... 28 B. Required SWPPP Contents ............................................................................. 32 C. Required SWPPP Components by Project Type.............................................. 37 Part IV. Inspection and Maintenance Requirements ................................................ 37 A. General Construction Site Inspection and Maintenance Requirements ........... 37 B. Contractor Maintenance Inspection Requirements .......................................... 37 C. Qualified Inspector Inspection Requirements................................................... 38 Part V. How to Terminate CGP Coverage.................................................................. 43 A. Electronic Notice of Termination (eNOT) Submittal.......................................... 43 Part VI. Record Retention and Reporting.................................................................. 45 A. Record Retention ............................................................................................. 46 B. Reporting ......................................................................................................... 46 Part VII. Standard Permit Requirements ................................................................... 46 A. Duty to Comply................................................................................................. 46 B. Need to Halt or Reduce Activity Not a Defense................................................ 46 C. Penalties .......................................................................................................... 46 D. False Statements ............................................................................................. 47 E. Re-Opener Clause ........................................................................................... 47 F. Duty to Mitigate ................................................................................................ 47 G. Requiring Another General Permit or Individual SPDES Permit....................... 47 H. Duty to Provide Information.............................................................................. 49 I. Extension ......................................................................................................... 49 J. Signatories and Certification ............................................................................ 50 K. Inspection and Entry ........................................................................................ 52 L. Confidentiality of Information............................................................................ 53 M. Other Permits May Be Required ...................................................................... 53 N. NYSDEC Orders or Civil Decrees/Judgments.................................................. 53 O. Property Rights ................................................................................................ 53 P. Compliance with Interstate Standards.............................................................. 53 Q. Oil and Hazardous Substance Liability............................................................. 54 R. Severability....................................................................................................... 54 S. NYSDEC Approved Forms............................................................................... 54 APPENDIX A – Abbreviations and Definitions.......................................................... 55 Abbreviations............................................................................................................. 55 Definitions.................................................................................................................. 56 APPENDIX B – Required SWPPP Components by Project Type............................. 64 Table 1....................................................................................................................... 64 Table 2....................................................................................................................... 66 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal............... 68 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) ........ 74 APPENDIX E – List of NYSDEC Regional Offices..................................................... 80 APPENDIX F – SWPPP Preparer Certification Form ................................................ 81 APPENDIX G – MS4 SWPPP Acceptance Form ........................................................ 83 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form ................................ 86 APPENDIX I – MS4 No Jurisdiction Form.................................................................. 89 APPENDIX J – Owner/Operator Certification Form .................................................. 91 Part I. Part I. How to Obtain Coverage and General Requirements To be covered under this permit, the owner or operator must meet all eligibility requirements in Part I.A. and follow the requirements for obtaining permit coverage in Part I.D., F., or G. A. Eligibility Requirements For a common plan of development or sale, the phase(s) that meet the eligibility requirements in Part I.A. may obtain coverage under this permit even if other phase(s) of the same common plan of development or sale do not meet the eligibility requirements and require an individual SPDES permit. 1. The owner’s or operator’s construction activities involve soil disturbances of: a. one or more acres; or b. less than one acre which are part of a common plan of development or sale that will ultimately disturb one or more acres; or c. less than one acre where NYSDEC has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. i. 5,000 square feet or more, but less than one acre, and are in the New York City Watershed located east of the Hudson River, Appendix C Figure 1; or ii. 20,000 square feet or more, but less than one acre, within the municipal boundaries of the City of New York (NYC); or iii. less than 20,000 square feet which are part of a common plan of development or sale that will ultimately disturb 20,000 square feet or more, but less than one acre, within the municipal boundaries of NYC; or iv. that creates 5,000 square feet or more of impervious area within the municipal boundaries of NYC. 5 Part I.A.2. 2. Discharges from the owner’s or operator’s construction activities are/were not: a. already covered by a different SPDES permit; or b. covered under a different SPDES permit that was denied, terminated, or revoked; or c. identified in an expired individual SPDES permit that was not renewed; or d. required to obtain an individual SPDES permit or another general SPDES permit in accordance with Part VII.K. 3. If construction activities may adversely affect a species that is endangered or threatened, the owner or operator must obtain a: a. permit issued pursuant to 6 NYCRR Part 182 for the project; or b. letter issued by NYSDEC of non-jurisdiction pursuant to 6 NYCRR Part 182 for the project. 4. If construction activities have the potential to affect an historic property, the owner or operator must obtain one of the following: a. documentation that the construction activity is not within an archeological 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 Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant: i. 1-5 acres of disturbance -20 feet; or ii. 5-20 acres of disturbance -50 feet; or 6 Part I.A.4.a.iii. iii. 20+ acres of disturbance -100 feet. b. NYSDEC consultation form sent to OPRHP,1 and copied to NYSDEC’s Agency Historic Preservation Officer (APO), and i. the State Environmental Quality Review Act (SEQR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP’s agreement with the resolution; or ii. documentation from OPRHP that the construction activity will result in No Impact; or iii. documentation from OPRHP providing a determination of No Adverse Impact; or iv. a Letter of Resolution signed by the owner or operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA). c. documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: i. No Affect; or ii. No Adverse Affect; or iii. Executed Memorandum of Agreement. d. documentation that SHPA Section 14.09 has been completed by NYSDEC or another state agency. 5. If construction activities are subject to SEQR, the owner or operator must obtain documentation that SEQR has been satisfied. 6. If construction activities are not subject to SEQR, but subject to the equivalent environmental review from another New York State or federal agency, the 1 The consultation form can be submitted, along with other project information, through OPRHP's Cultural Resource Information System (CRIS) portal. If submitted through CRIS, paper copies of the consultation form need not be mailed. 7 Part I.A.6. owner or operator must obtain documentation that project review, pursuant to a process equivalent to SEQR from another New York State or federal agency, has been satisfied. 7. If construction activities require Uniform Procedures Act (UPA) Permits (see 6 NYCRR Part 621) from NYSDEC, or the equivalent from another New York State or federal agency, the owner or operator must: a. obtain all such necessary permits; or b. receive notification from NYSDEC pursuant to 6 NYCRR 621.3(a)(4) excepting Part I.A.7.a. 8. Construction activities are not eligible if they meet the following criteria in Part I.A.8.a. or b.: a. For linear transportation and linear utility project types, the construction activities: i. are 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; and ii. are undertaken on land with no existing impervious cover; and iii. disturb two or more acres of steep slope. b. For all other project types, the construction activities: i. are 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; and ii. are undertaken on land with no existing impervious cover; and iii. disturb one or more acres of steep slope. 8 Part I.B. B. Types of Discharges Authorized 1. The following stormwater discharges are authorized under this permit: a. Stormwater discharges, including stormwater runoff, snowmelt runoff, and surface runoff and drainage, associated with construction activity, are authorized under this permit provided that appropriate stormwater controls are designed, installed, and maintained in accordance with Part II. and Part III. b. Stormwater discharges from construction support activities at the construction site (including concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas) if the following requirements are met: i. The support activity is directly related to the construction site required to have permit coverage for stormwater discharges; and ii. The support activity is not a commercial operation, nor does it serve multiple unrelated construction sites; and iii. The support activity does not continue to operate beyond the completion of the construction activity at the site it supports; and iv. Stormwater controls are implemented in accordance with Part II. and Part III. for discharges from the support activity areas. 2. The following non-stormwater discharges associated with construction activity are authorized under this permit: a. Non-stormwater discharges listed in 6 NYCRR 750-1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; and b. Non-stormwater discharges of waters to which other components have not been added that are used in accordance with the SWPPP to control dust or irrigate vegetation in stabilized areas; and c. Uncontaminated discharges from dewatering operations 9 Part I.B.3. 3. Authorized discharges of stormwater or authorized discharges of non- stormwater, commingled with a discharge authorized by a different SPDES permit and/or a discharge that does not require SPDES permit authorization, are also authorized under this permit. C. Prohibited Discharges 1. Non-stormwater discharges prohibited under this permit include but are not limited to: a. Wastewater from washout of concrete; and b. Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds, and other construction materials; and c. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; and d. Soaps, solvents, or detergents used in vehicle and equipment washing or external building washdown; and e. Toxic or hazardous substances from a spill or other release. D. Electronic Notice of Intent (eNOI) Submittal To receive authorization in accordance with Part I.D.3.b., the owner or operator must submit a complete eNOI in accordance with the requirements in Part I.D. The eNOI contains questions to: ensure eligibility requirements in Part I.A. have been met; obtain owner or operator contact information; obtain the total area to be disturbed and the existing/future impervious areas (rounded to the nearest tenth of an acre); confirm Traditional Land Use Control MS4 Operator jurisdiction over construction projects; satisfy the EPA eRule requirements; confirm that the Water Quality-Based Effluent Limitations in Part II. have been met; demonstrate consideration of the future risks due to climate change in accordance with Part III.A.2.; and confirm that the other Stormwater Pollution Prevention Plan (SWPPP) requirements in Part III. have been met. 1. An eNOI may be submitted for: a. construction activities that are not part of a common plan of development or sale; or 10 Part I.D.1.b. b. an entire common plan of development or sale; or c. separate phase(s) of a common plan of development or sale if the following requirements are met: i. the common plan of development or sale meets the eligibility requirements of Part I.A.5. or 6.; and ii. the phase(s) meet(s) all other eligibility requirements of Part I.A.; and iii. Part III.C. Required SWPPP Components by Project Type is based on the common plan of development or sale, not the phase(s); or d. tree clearing that is associated with, or will support, a renewable energy generation, transmission, or storage project that meets Part I.A.5. and 6., if the tree clearing: i. meets all other eligibility requirements of Part I.A.; and ii. will occur in NYSDEC’s Regions 3-9; and iii. is not within ¼ mile of a bat hibernaculum protected pursuant to 6 NYCRR Part 182; and iv. will occur between November 1st and March 31st. 2. As prerequisites for submitting an eNOI, the owner or operator must: a. prepare a SWPPP for Part I.D.1.a., b., c., or d. in accordance with Part III.; and b. based on the following criteria, upload the following signature forms signed in accordance with Part VII.J. to the eNOI prior to submission: i. for all eNOIs: 1. the SWPPP Preparer Certification Form, Appendix F, signed by the SWPPP preparer; and 11 Part I.D.2.b.i.2. 2. the Owner/Operator Certification Form, Appendix J, signed by the owner or operator; and ii. if an eNOI includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that will discharge to the MS4(s): 1. determine if the Traditional Land Use Control MS4 Operator(s) have review authority. A Traditional Land Use Control MS4 Operator does not have review authority where: a. the owner or operator of the construction activities in Part I.D.2.b.ii. is the same entity as the Traditional Land Use Control MS4 Operator identified in Part I.D.2.b.ii.; or b. there is a statute exempting the owner or operator from zoning review by the Traditional Land Use Control MS4 Operator; or c. there is no such statute per Part I.D.2.b.ii.1.b., the Traditional Land Use Control MS4 Operator concludes, after public hearing, that it does not have zoning review authority in accordance with Legal Memorandum LU14 Updated January 2020 “Governmental Immunity from Zoning and Other Legislation”; and 2. if the Traditional Land Use Control MS4 Operator(s) have review authority, submit the SWPPP to the Traditional Land Use Control MS4 Operator(s) for review and have: a. if outside the municipal boundaries of NYC: the MS4 SWPPP Acceptance Form, Appendix G, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; or 12 Part I.D.2.b.ii.2.b. b. if within the municipal boundaries of NYC: The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval Form, Appendix H, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2.; and 3. if the Traditional Land Use Control MS4 Operator does not have review authority, have the MS4 No Jurisdiction Form, Appendix I, signed by the principal executive officer or ranking elected official from the Traditional Land Use Control MS4 Operator, or by a duly authorized representative of that person in accordance with Part VII.J.2. 3. Submitting an eNOI: a. The owner or operator must submit a complete Notice of Intent electronically using a NYSDEC approved form.2 b. The owner or 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. i. If an eNOI is received for a SWPPP that deviates from one of the technical standards but demonstrates equivalence in accordance with Part III.B.1.a.ii. or Part III.B.2.b.ii., if the SWPPP includes construction activities that are not within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s), and/or if the SWPPP includes construction activities within the municipal boundary(ies) of Traditional Land Use Control MS4 Operator(s) that do not have review authority in accordance with Part I.D.2.b.ii.1., the authorization date indicated in the LOA will be 60 business days after the eNOI submission date. 2 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 13 Part I.D.3.c. c. If Traditional Land Use Control MS4 Operator(s) have review authority in accordance with Part I.D.2.b.ii.2., the owner or operator must, within five business days of receipt of the LOA, send an electronic copy of the LOA to the Traditional Land Use Control MS4 Operator(s) with review authority. E. General Requirements for Owners or Operators with Permit Coverage 1. As of the date the LOA is received, the owner or operator must make the eNOI, SWPPP, and LOA available for review and copying in accordance with the requirements in Part VII.H. When applicable, as of the date an updated LOA is received, the owner or operator must make the updated LOA available for review and copying in accordance with the requirements in Part VII.H. 2. The owner or operator must ensure compliance with all requirements of this permit 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: a. all areas of disturbance have achieved final stabilization; and b. the owner’s or operator’s coverage under this permit is terminated in accordance with Part V.A.5.a. 3. As of the date of the commencement of construction activities until Part I.E.2.a. and b. have been met, the owner or operator must maintain at the construction site, a copy of: a. all documentation necessary to demonstrate eligibility with this permit; and b. this permit; and c. the SWPPP; and d. the signed SWPPP Preparer Certification Form; and e. the signed MS4 SWPPP Acceptance Form or signed NYCDEP SWPPP Acceptance/Approval Form or signed MS4 No Jurisdiction Form (when applicable); and f. the signed Owner/Operator Certification Form; and 14 Part I.E.3.g. g. the eNOI; and h. the LOA; and i. the LOA transmittal to the Traditional Land Use Control MS4 Operator in accordance with Part I.D.3.c. (when applicable). 4. The owner or 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: a. responsible contractor’s or subcontractor’s certification statement(s) in accordance with Part III.A.7.; and b. inspection reports in accordance with Part IV.C.4. and 6.; and c. Request to Disturb Greater Than Five Acres and the Authorization Letter to Disturb Greater Than Five Acres in accordance with Part I.E.6. (when applicable); and d. Request to Continue Coverage and the Letter of Continued Coverage (LOCC) in accordance with Part I.F.2. and 4. (when applicable); and e. The updated LOA(s) in accordance with Part I.E.9. (when applicable). 5. The owner or operator must maintain the documents in Part I.E.3. and 4. 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 or 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 read in a similar manner as a paper record and in a legally dependable format with no less evidentiary value than their paper equivalent. 6. The owner or operator must meet the following requirements prior to disturbing greater than five acres of soil at any one time: a. The owner or operator must submit a written Request to Disturb Greater Than Five Acres to: 15 Part I.E.6.a.i. i. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, if a Traditional Land Use Control MS4 Operator does not have review authority in accordance with Part I.D.2.b.ii.1.; or ii. the Traditional Land Use Control MS4 Operator, if a Traditional Land Use Control MS4 Operator has review authority in accordance with Part I.D.2.b.ii.1.; or iii. NYSDEC’s Regional Office Division of Water staff based on the project location, Appendix E, and each involved Traditional Land Use Control MS4 Operator, if the project spans multiple municipalities with more than one Traditional Land Use Control MS4 Operator involved with review authority in accordance with Part I.D.2.b.ii.1. b. The written Request to Disturb Greater Than Five Acres must include: i. The SPDES permit identification number (Permit ID); and ii. Full technical justification demonstrating why alternative methods of construction that would result in five acres of soil disturbance or less at any one time are not feasible; and iii. The phasing plan for the project and sequencing plans for all phases from the SWPPP in accordance with Part III.B.1.d.; and iv. Plans with locations and details of erosion and sediment control practices such that the heightened concern for erosion when disturbing greater than five acres at one time has been addressed; and v. Acknowledgment that “the owner or operator will comply with the requirements in Part IV.C.2.b.”; and vi. Acknowledgment that “the owner or operator will comply with the requirements in Part II.B.1.b.” c. The owner or operator must be in receipt of an Authorization Letter to Disturb Greater Than Five Acres, which will include when the 16 Part I.E.6.c. authorization begins and ends and indicate a maximum area (acres) of soil disturbance allowed at any one time, from: i. NYSDEC, if Part I.E.6.a.i. or iii. apply; or ii. the Traditional Land Use Control MS4 Operator, if Part I.E.6.a.ii. applies. 7. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, 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 or operator. 8. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE).3 Construction activity shall not resume until written permission to do so has been received from the RWE. 9. To be authorized to implement modifications to the information previously submitted in the eNOI, the owner or operator must: a. notify NYSDEC via email at Stormwater_info@dec.ny.gov requesting access to update the eNOI; and b. update the eNOI to reflect the modifications and resubmit the eNOI in accordance with Part I.D.; and c. receive an updated LOA. 10.The eNOI, SWPPP, LOA, updated LOAs (when applicable), and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester’s expense. 3 The Regional Water Manager where a DEC Region does not have a RWE. 17 Part I.F. F. Permit Coverage for Discharges Authorized Under GP-0-20-001 When applicable: 1. Upon the effective date of this permit, an owner or operator of a construction activity, with coverage under GP-0-20-001, will have interim coverage under GP-0-25-001 for 45 calendar days starting on the effective date of GP-0-25- 001 so long as the owner or operator maintains compliance with all applicable requirements of this permit. 2. Within 30 calendar days of the effective date of this permit, the owner or operator, with coverage under GP-0-20-001, must submit a complete Request to Continue Coverage electronically using a NYSDEC approved form,4 which contains the information identified in Part I.F.3. below, if: a. the owner or operator continues to implement the SMP component in conformance with the technical standards in place at the time of initial project authorization; and b. the owner or operator will comply with all non-design requirements of GP- 0-25-001. 3. The Request to Continue Coverage form contains questions to: ensure eligibility requirements in Part I.A. have been met; verify owner or operator contact information; verify the permit identification number; verify the original eNOI submission ID, if applicable; verify Part I.F.2.a. and b.; verify the version of the Design Manual that the technical/design components conform to; and receive an updated Owner/Operator Certification Form, Appendix I. 4. The owner or operator has obtained continued coverage under GP-0-25-001 as of the date indicated in the LOCC, which is sent by NYSDEC after a complete Request to Continue Coverage form is submitted. 5. If the owner or operator does not submit the Request to Continue Coverage form in accordance with Part I.F.2. and 3., coverage under this permit is automatically terminated after interim coverage expires. 4 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 18 Part I.G. G. Change of Owner or Operator When applicable: 1. When property ownership changes, or when there is a change in operational control over the construction plans and specifications, the following process applies: a. The new owner or operator must meet the applicable prerequisites for submitting an eNOI in accordance with Part I.D.2.; and b. The new owner or operator must submit an eNOI in accordance with Part I.D.3.; and c. Permit coverage for the new owner or operator will be effective upon receipt of the LOA in accordance with Part I.D.3.b.; and d. The new owner or operator, upon receipt of their LOA, must provide their Permit ID to the original owner or operator; and e. If the original owner or operator will no longer be the owner or operator of the construction activity identified in the original owner’s or operator’s eNOI, the original owner or operator, upon receipt of the new owner’s or operator’s Permit ID in accordance with Part I.G.1.d., must submit to NYSDEC a completed eNOT in accordance with Part V. that includes the name and Permit ID of the new owner or operator; or f. If the original owner or operator maintains ownership of a portion of the construction activity, the original owner or operator must maintain their coverage under the permit by modifying their eNOI; modifications to the eNOI must include: i. the revised area of disturbance and/or impervious area(s); and ii. the revised SMP information, if applicable; and iii. a narrative description of what has changed; and iv. the new owner’s or operator’s Permit ID for the portion of the project removed from the eNOI. Owners or operators must follow Part I.E.9. to modify the eNOI. 19 Part II. Part II. Water Quality-Based Effluent Limitations A. Maintaining Water Quality NYSDEC expects that compliance with the requirements of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of the following water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York: 1. There must be no increase in turbidity that will cause a substantial visible contrast to natural conditions; and 2. There must be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There must be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standard, the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this permit and document in accordance with Part IV.C.4. of this permit. To address the water quality standard violation the owner or operator must include and implement appropriate controls in the SWPPP to correct the problem or obtain an individual SPDES permit. If, despite compliance with the requirements of this permit, it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or if NYSDEC determines that a modification of this permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit, and the owner or operator must obtain an individual SPDES permit prior to further discharges from the construction site. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part II.B.1.a., b., c., d., and e. These limitations represent the 20 Part II.B. degree of effluent reduction attainable by the application of best practicable technology currently available. 1. Erosion and Sediment Control Requirements -The owner or operator must select, design, install, implement, and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part II.B.1.a., b., c., d., and e. and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control (BB), dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in SWPPP the reason(s) for the deviation, or alternative design, and provide information in the SWPPP demonstrating that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. At a minimum, erosion and sediment controls must be selected, designed, installed, implemented, and maintained to: i. Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; and ii. Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; and iii. Minimize the amount of soil exposed during construction activity; and iv. Minimize the disturbance of steep slope; and v. Minimize sediment discharges from the site; and vi. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; and vii. Minimize soil compaction. Minimizing soil compaction is not required 21 Part II.B.1.a.vii. where the intended function of a specific area of the site dictates that it be compacted; and viii. Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and ix. Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. b. Soil Stabilization. In areas where soil disturbance activity has ceased, whether permanently or temporarily ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within 14 calendar days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix D, or are located in one of the watersheds listed in Appendix C, or are authorized to disturb greater than five acres in accordance with Part I.E.5.a.viii., the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven calendar days from the date the soil disturbance activity ceased. c. Dewatering. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Select, design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be selected, designed, installed, implemented, and maintained to: i. Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. Soaps, detergents and solvents cannot be used; and ii. Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste, hazardous and toxic waste, and other materials present on the site to precipitation 22 Part II.B.1.d.ii. and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use); and iii. Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Surface Outlets. When discharging from basins and impoundments, the surface outlets must be designed, constructed, and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion at or below the outlet does not occur. C. Post-Construction Stormwater Management Practice (SMP) Requirements 1. The owner or operator of a construction activity that requires post- construction SMPs, in accordance with Part III.C., must select, design, install, implement, and maintain the SMPs to meet the performance criteria in the New York State Stormwater Management Design Manual, dated July 31, 2024 (DM), using sound engineering judgment. Where SMPs are not designed in conformance with the performance criteria in the DM, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity, that requires SMPs in accordance with Part III.C., must design the practices to meet the applicable sizing criteria in Part II.C.2.a., b., c., or d. a. Sizing Criteria for New Development i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the total WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv must be calculated in accordance with the criteria in Section 4.2 of the DM; or 23 Part II.C.2.a.i.2. 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the requirements in Part II.C.2.a.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.4 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs without detention or velocity controls; or 3. The site directly discharges into a fifth order or larger water body (stream, river, or lake), or tidal waters, where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. 24 Part II.C.2.a.iii. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams, or 2. A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watersheds i. Runoff Reduction Volume (RRv) and Water Quality Volume (WQv): 1. Reduce the WQv by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24-hour design storm over the post-developed watershed and must be calculated in accordance with the criteria in Section 4.3 of the DM; or 2. Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part II.C.2.b.i.1. due to site limitations must direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv must be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include 25 Part II.C.2.b.i.2. documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.5 of the DM. The remaining portion of the total WQv that cannot be reduced must be treated by application of standard SMPs. ii. Channel Protection Volume (CPv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event, remaining after runoff reduction. Where a CPv control orifice is provided, the minimum orifice size must be 3 inches, with acceptable external trash rack or orifice protection. The CPv requirement does not apply when: 1. Reduction of the entire CPv is achieved by application of runoff reduction techniques or infiltration systems; or 2. The 1-year post-development peak discharge is less than or equal to 2.0 cfs; or 3. The site directly discharges to tidal waters, or a fifth order or larger water body (stream, river, or lake) where the increase in smaller flows will not impact the stream bank or channel integrity. However, the point of discharge must be adequately protected against scour and erosion by the increased peak discharge. iii. Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. 26 Part II.C.2.b.iv. iv. Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: 1. the site directly discharges to tidal waters or fifth order or larger streams; or 2. A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity i. Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity must be addressed by one of the following options, as outlined in Section 9.2.1. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C) must calculate the WQv in accordance with Section 4.3 of the DM. All other redevelopment activities must calculate the WQv in accordance with Section 4.2 of the DM. 1. Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the DM must be applied to all newly created pervious areas; or 2. Capture and treat 100% of the required WQv, for a minimum of 25% of the disturbed redevelopment impervious area, by implementation of standard SMPs or reduced by application of runoff reduction techniques; or 3. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a volume-based alternative SMP, as defined in Section 9.4 of the DM; or 4. Capture and treat 100% of the required WQv, for a minimum of 75% of the disturbed redevelopment impervious area, by implementation of a flow-through alternative SMP sized to treat the peak rate of runoff from the WQv design storm; or 27 Part II.C.2.c.i.5. 5. Application of a combination of 1 through 4 above that provide a weighted average of at least two of the above methods. Application of this method must be in accordance with the criteria in Section 9.2.1(A)(V) of the DM; or 6. If there is an existing SMP located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 through 5 above. ii. Channel Protection Volume (CPv) is not required if there is 0% change to hydrology that increases the discharge rate and volume from the project site. iii. Overbank Flood Control (Qp) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. iv. Extreme Flood Control (Qf) is not required if there is 0% change to hydrology that increases the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects, that include both new development and redevelopment activity, must use SMPs that meet the sizing criteria calculated as an aggregate of the sizing criteria in Part II.C.2.a. or b. for the new development portion of the project and Part II.C.2.c. for the redevelopment activity portion of the project. Part III. Stormwater Pollution Prevention Plan (SWPPP) A. General SWPPP Requirements 1. A SWPPP must be prepared and implemented by the owner or operator of all construction activity covered by this permit. All authorized discharges must be identified in the SWPPP. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and 28 Part III.A.1. practices that will be used to meet the effluent limitations in Part II.B. and, where applicable, the SMP requirements in Part II.C. 2. The SWPPP must demonstrate consideration in narrative format of the future physical risks due to climate change pursuant to the Community Risk and Resiliency Act (CRRA), 6 NYCRR Part 490, and associated guidance. a. The owner or operator must consider: i. the following physical risks due to climate change: (i) increasing temperature; and (ii) increasing precipitation; and (iii) increasing variability in precipitation, including chance of drought; and (iv) increasing frequency and severity of flooding; and (v) rising sea level; and (vi) increasing storm surge; and (vii) shifting ecology. ii. for each of the following: (i) overall site planning; and (ii) location, elevation, and sizing of: a. control measures and practices; and b. conveyance system(s); and c. detention system(s). 3. The SWPPP must describe the erosion and sediment control practices and where required, SMPs that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the 29 Part III.A.3. requirements of this permit. In addition, the SWPPP must identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 4. All SWPPPs, that require the SMP component in accordance with Part III.B.2., must be prepared by a qualified professional. 5. The owner or operator must keep the SWPPP current so that, at all times, it accurately documents the erosion and sediment control practices that are being used or will be used during construction, and all SMPs that will be constructed on the site. At a minimum, the owner or operator must modify the SWPPP, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; and 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, NYSDEC, or other regulatory authority; and d. to document the final construction conditions in an as-built drawing. 6. NYSDEC may notify the owner or operator at any time that the SWPPP does not meet one or more of the minimum requirements of this permit. The notification must be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by NYSDEC, the owner or operator must make the required changes to the SWPPP and submit written notification to NYSDEC that the changes have been made. If the owner or operator does not respond to NYSDEC’s comments in the specified time frame, NYSDEC may suspend the owner’s or operator’s coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.D.4. 7. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting, and maintaining the erosion and sediment control practices included in the SWPPP and the 30 Part III.A.7. contractor(s) and subcontractor(s) that will be responsible for constructing the SMPs included in the SWPPP. The owner or operator must have each of the contractors and subcontractors identify at least one person from their company to be trained contractor that will be responsible for implementation of the SWPPP. The owner or operator must ensure that at least one trained contractor is on site daily when soil disturbance activities are being performed. The owner or operator must have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before the commencement of construction activities: "I hereby certify under penalty of law that I understand and agree to comply with the requirements of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the requirements of the most current version of the New York State Pollutant Discharge Elimination System (SPDES) Construction General Permit (CGP) for Stormwater Discharges from Construction Activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator must attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after the commencement of construction activities, they must also sign the certification statement and provide the information listed above prior to performing construction activities. 31 Part III.B. B. Required SWPPP Contents 1. Erosion and sediment control component -The owner or operator must prepare a SWPPP that includes erosion and sediment control practices. a. Erosion and sediment control practices must be designed: i. in conformance with the BB; or ii. equivalent to the BB if deviating from Part III.B.1.a.i. b. If the erosion and sediment control practices are designed in conformance with Part III.B.1.a.ii., the SWPPP must include a demonstration of equivalence to the BB. c. At a minimum, the erosion and sediment control component of the SWPPP must include the following: i. Background information about the scope of the project, including the location, type and size of project; and ii. A site map/construction drawing(s) with north arrows for the project, including a general location map. At a minimum, the site map must show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s) and receiving surface water(s); and iii. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); and iv. A phasing plan for the project and sequencing plans for all phases, both of which must address clearing and grubbing, excavation and grading, utility and infrastructure installation, final stabilization, 32 Part III.B.1.c.iv. and any other construction activity at the site that will result in soil disturbance. 1. The phasing plan must include: a. a map delineating and labeling the limits of soil disturbance for all phases of a project; and b. a table identifying the order and intended schedule of when each phase will begin and end its sequencing plan. The table must identify the total disturbed area for each phase at any one time and the total disturbed area for the overall project at any one time all on one timeline showing all overlapping quantities of disturbed area at any one time; and 2. A sequencing plan for a specific phase must include: a. a table indicating the order and intended schedule of construction activities within a phase, and corresponding construction drawings with a description of the work to be performed; and b. all permanent and temporary stabilization measures; and v. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; and vi. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; and vii. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any 33 Part III.B.1.c.vii. temporary sediment basins and structural practices that will be used to divert flows from exposed soils; and viii. A maintenance inspection schedule for the contractor(s) and subcontractor(s) identified in Part III.A.7. to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule must be in accordance with the requirements in the BB technical standard; and ix. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; and x. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and xi. Identification of any elements of the design that are not in conformance with the design criteria in the BB technical standard. Include the reason for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. SMP component – The owner or operator of construction activity identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs. a. SMPs must be designed in conformance with the applicable sizing criteria in Part II.C.2.a., c., or d.; and b. SMPs must be designed in conformance with the performance criteria: i. in the DM; or ii. equivalent to the DM if deviating from Part III.B.2.b.i.; or iii. in the New York State Stormwater Management Design Manual, dated January 2015 (2015 Design Manual), or equivalent to it, if the following criteria are met: 34 Part III.B.2.b.iii.1. 1. The eNOI is submitted in accordance with Part I.D. before January 29, 2027 for construction activities that are either: a. subject to governmental review and approval: i. where the owner or operator made any application to that governmental entity prior to the effective date of this permit; and ii. such application included a SWPPP developed using the 2015 Design Manual or equivalent to it; or b. not subject to governmental review and approval: i. where a fiscal allocation for the construction activities has been developed and approved by a governmental entity; and ii. the SWPPP was developed using the 2015 Design Manual or equivalent to it; and c. If SMPs are designed in conformance with Part III.B.2.b.ii., the SWPPP must include the reason(s) for the deviation or alternative design and a demonstration of equivalence to the DM; and d. If SMPs are designed in conformance with Part III.B.2.b.iii., the SWPPP must include supporting information or documentation demonstrating that Part III.B.2.b.iii.1.a. or b. apply; and e. The SMP component of the SWPPP must include the following: i. Identification of all SMPs to be constructed as part of the project, including which option the SMP designs conform to, either Part III.B.2.b.i., ii., or iii. Include the dimensions, material specifications and installation details for each SMP; and ii. A site map/construction drawing(s) showing the specific location and size of each SMP; and 35 Part III.B.2.e.iii. iii. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; and (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and SMPs; and (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre-and post-development runoff rates and volumes for the different storm events; and (iv) Summary table, with supporting calculations, which demonstrates that each SMP has been designed in conformance with the sizing criteria included in the DM; and (v) Identification of any sizing criteria that is not required based on the requirements included in Part II.C.; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the DM. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the DM. iv. Soil testing results and locations (test pits, borings); and v. Infiltration test results, when required in accordance with Part III.B.2.a.; and vi. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each SMP. The plan must identify the entity 36 Part III.B.2.e.vi. that will be responsible for the long-term operation and maintenance of each practice; and 3. Enhanced Phosphorus Removal Standards -The owner or operator of construction activity identified in Table 2 of Appendix B that is located in a watershed identified in Appendix C must prepare a SWPPP that includes SMPs designed in conformance with the applicable sizing criteria in Part II.C.2.b., c., or d. and the performance criteria Enhanced Phosphorus Removal Standards included in the DM. At a minimum, the SMP component of the SWPPP must meet the requirements of Part III.B.2. C. Required SWPPP Components by Project Type Owners or operators of construction activities, identified in Table 1 of Appendix B, are required to prepare a SWPPP that only includes erosion and sediment control practices designed in accordance with Part III.B.1. Owners or operators of the construction activities, identified in Table 2 of Appendix B, must prepare a SWPPP that also includes SMPs designed in accordance with Part III.B.2 or 3. For the entire area of disturbance, including the entire common plan of development or sale if applicable, the owner or operator must evaluate every bullet from Appendix B Table 1 and Table 2 separately. If bullets from both Table 1 and Table 2 apply, the SWPPP must include erosion and sediment control practices for all construction activities but SMPs for only those portions of the construction activities that fall under Table 2 bullet(s). Part IV. Inspection and Maintenance Requirements A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures), and all SMPs identified in the SWPPP, are inspected and maintained in accordance with Part IV.B. and C. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity, identified in Tables 1 and 2 of Appendix B, must have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being 37 Part IV.B.1. implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor must: a. if the corrective action does not require engineering design: i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. The trained contractor must begin conducting the maintenance inspections in accordance with Part IV.B.1. as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections in accordance with Part IV.B.1. if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 1. With the exception of the following construction activities identified in Tables 1 and 2 of Appendix B, a qualified inspector must conduct site inspections for all other construction activities identified in Tables 1 and 2 of Appendix B: a. the construction of a single-family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1) or more acres of land but less than or equal to five (5) acres and is 38 Part IV.C.1.a. not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and b. the construction of a single-family home that involves soil disturbances of one (1) or more acres but less than or equal to five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D; and c. construction on agricultural property that involves soil disturbances of one (1)or more acres but less than five (5) acres; and d. construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances of 5,000 square feet or more, but less than one acre. 2. The qualified inspector must conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector must conduct a site inspection at least once every seven (7) calendar days; or b. For construction sites where soil disturbance activities are on-going and the owner or operator has received authorization in accordance with Part I.E.6. to disturb greater than five (5) acres of soil at any one time, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days; or c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector must conduct a site inspection at least once every thirty (30) calendar days. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas under the jurisdiction of a Traditional Land Use Control MS4 Operator, the Traditional Land Use Control MS4 Operator (provided the Traditional Land Use Control MS4 Operator is not the owner or operator of the construction activity) by hard copy or email prior to reducing the inspections to this frequency and again by hard copy or email prior to re-commencing construction; or 39 Part IV.C.2.d. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the requirement to have the qualified inspector conduct inspections ceases if all areas disturbed as of the project shutdown date have achieved final stabilization and all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator must notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix E) or, in areas subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1., the Traditional Land Use Control MS4 Operator(s) (provided the Traditional Land Use Control MS4 Operator(s) are not the owners or operators of the construction activity) in writing prior to the shutdown and again in writing prior to resuming construction activity. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator must terminate coverage by meeting the requirements of Part V; or e. For construction sites involving soil disturbance of one (1) or more acres that directly discharge to one of the 303(d) segments listed in Appendix D or is located in one of the watersheds listed in Appendix C, the qualified inspector must conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections must be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector must inspect: a. all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness; and b. all SMPs under construction to ensure that they are constructed in conformance with the SWPPP; and c. all areas of disturbance that have not achieved final stabilization; and d. all points of discharge to surface waters of the State located within, or immediately adjacent to, the property boundaries of the construction site; and e. all points of discharge from the construction site. 40 Part IV.C.4. 4. The qualified inspector must prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report must include and/or address all of the following, for all construction activities except those listed in Part IV.C.1.: a. Permit identification number; and b. Date and time of inspection; and c. Name and title of person(s) performing inspection; and d. 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 e. 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 f. 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 g. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; and h. 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 i. 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 j. Estimates, in square feet or acres, of the following areas: 41 Part IV.C.4.j.i. i. Total area with active soil disturbance (not requiring either temporary stabilization or final stabilization); and ii. Total area with inactive soil disturbance (requiring either temporary stabilization or final stabilization); and iii. Total area that has achieved temporary stabilization; and iv. Total area that has achieved final stabilization; and k. 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 l. 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 m. Identification and status of all corrective actions that were required by previous inspection; and n. 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. 5. Within one business day of the completion of an inspection, the qualified inspector must notify the owner or operator, and appropriate contractor or subcontractor identified in Part III.A.7., of any corrective actions that need to be taken. The contractor or subcontractor must: a. if the corrective action does not require engineering design: 42 Part IV.C.5.a.i. i. begin implementing corrective actions within one business day; and ii. complete the corrective actions within five business days; or b. if the corrective action requires engineering design: i. begin the engineering design process within five business days; and ii. complete the corrective action in a reasonable time frame but no later than within 60 calendar days. 6. All inspection reports must be signed by the qualified inspector. In accordance with Part I.E.3., the inspection reports must be maintained on site with the SWPPP. Part V. How to Terminate CGP Coverage A. Electronic Notice of Termination (eNOT) Submittal The eNOT contains questions to ensure requirements in Part V.A. have been met. 1. An owner or operator must terminate coverage when one or more of the following requirements have been met: a. Total project completion: i. all construction activity identified in the SWPPP has been completed; and ii. all areas of disturbance have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or 43 Part V.A.1.b. b. Planned shutdown with partial project completion: i. all soil disturbance activities have ceased; and ii. all areas disturbed as of the project shutdown date have achieved final stabilization; and iii. all temporary, structural erosion and sediment control measures have been removed; and iv. all SMPs required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; and v. an as-built drawing has been prepared; or c. In accordance with Part I.G. Change of Owner or Operator; or d. The owner or operator has obtained coverage under an alternative general SPDES permit or an individual SPDES permit. 2. For construction activities that require qualified inspector inspections in accordance with Part IV.C.1. and have met Part V.A.1.a. or b., the owner or operator must have the qualified inspector perform a final site inspection prior to submitting the eNOT. The qualified inspector must, by signing the “Final Stabilization” and “Post-Construction Stormwater Management Practice(s)” certification statements on the eNOT, certify that all the requirements in Part V.A.1.a. or b. have been achieved. 3. For construction activities that are subject to the review authority of Traditional Land Use Control MS4 Operator(s) in accordance with Part I.D.2.b.ii.1. and meet Part V.A.1.a. or b., the owner or operator must have the Traditional Land Use Control MS4 Operator(s) sign the “MS4 Acceptance” statement on the eNOT in accordance with the requirements in Part VII.J. A Traditional Land Use Control MS4 Operator official, by signing this statement, determined that it is acceptable for the owner or operator to submit the eNOT in accordance with the requirements of this Part. A Traditional Land Use Control MS4 Operator can make this determination by performing a final site inspection themselves or by accepting the qualified inspector’s final site inspection certification(s) when required in Part V.A.2. 44 Part V.A.4. 4. For construction activities that require SMPs and meet Part V.A.1.a. or b., the owner or operator must, prior to submitting the eNOT, ensure one of the following: a. for SMP(s) that were constructed by a private entity, but will be owned, operated, and maintained by a public entity, the SMP(s) and any right-of- way(s) needed to operate and maintain such practice(s) have been deeded to the municipality in which the practice(s) is located; or b. for SMP(s) that are privately owned, but will be operated and maintained by a public entity, an executed operation and maintenance agreement is in place with the municipality that will operate and maintain the SMP(s); or c. for SMP(s) that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record; or d. for SMP(s) that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility, the owner or operator has policies and procedures in place that ensure operation and maintenance of the practices in accordance with the operation and maintenance plan. 5. An owner or operator that has met the requirements of Part V.A.1., 2., 3., and 4. must request termination of coverage under this permit by submitting a complete Notice of Termination form electronically using a NYSDEC approved form.5 a. The owner’s or operator’s 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. 5 Unless NYSDEC grants a waiver in accordance with 40 CFR 127.15(c) or (d). All waiver requests must be submitted to Stormwater_info@dec.ny.gov or NYSDEC, Bureau of Water Permits, 625 Broadway, 4th Floor, Albany, New York 12233-3505. 45 Part VI. Part VI. Record Retention and Reporting A. Record Retention The owner or operator must retain a copy of the documents listed in Part I.E.3. and a copy of the LOT for a period of at least five years from the date that NYSDEC accepts a complete NOT submitted in accordance with Part V. B. Reporting Except for the eNOI, the signature forms associated with the eNOI, and the eNOT, all other written correspondence requested by NYSDEC, including individual permit applications, must be sent to the address of the appropriate DOW (SPDES) Program contact at the Regional Office listed in Appendix E. Part VII. Standard Permit Requirements For the purposes of this permit, examples of contractors and subcontractors include: third-party maintenance and construction contractors. A. Duty to Comply The owner or operator, and all contractors or subcontractors, must comply with all requirements of this permit. Any non-compliance with the requirements of this permit constitutes a violation of the New York State Environmental Conservation Law (ECL), and its implementing regulations, and is grounds for enforcement action. Filing of a request for termination of coverage under this permit, or a notification of planned changes or anticipated non-compliance, does not limit, diminish or stay compliance with any requirements of this permit. B. Need to Halt or Reduce Activity Not a Defense The necessity to halt or reduce the construction activity regulated by this permit, in order to maintain compliance with the requirements of this permit, must not be a defense in an enforcement action. C. Penalties There are substantial criminal, civil, and administrative penalties associated with violating the requirements of this permit. Fines of up to $37,500 per day for each 46 Part VII.C. violation and imprisonment for up to 15 years may be assessed depending upon the nature and degree of the offense. D. False Statements Any person who knowingly makes any false material statement, representation, or certification in any application, record, report, or other document filed or required to be maintained under this permit, including monitoring reports or reports of compliance or noncompliance must, upon conviction, be punished in accordance with ECL §71-1933 and or New York State Penal Law Articles 175 and 210. E. Re-Opener Clause Upon issuance of this permit, a determination has been made on the basis of a submitted Notice of Intent, plans, or other available information, that compliance with the specified permit requirements will reasonably protect classified water use and assure compliance with applicable water quality standards. Satisfaction of the requirements of this permit notwithstanding, if operation pursuant to this permit causes or contributes to a condition in contravention of State water quality standards or guidance values, or if NYSDEC determines that a modification is necessary to prevent impairment of the best use of the waters or to assure maintenance of water quality standards or compliance with other provisions of ECL Article 17 or the Clean Water Act (CWA), or any regulations adopted pursuant thereto, NYSDEC may require such modification and the Commissioner may require abatement action to be taken by the owner or operator and may also prohibit such operation until the modification has been implemented. F. Duty to Mitigate The owner or operator, and its contractors and subcontractors, must take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. G. Requiring Another General Permit or Individual SPDES Permit NYSDEC may require any owner or operator authorized to discharge in accordance with this permit to apply for and obtain an individual SPDES permit or apply for authorization to discharge in accordance with another general SPDES permit. 1. Cases where an individual SPDES permit or authorization to discharge in accordance with another general SPDES permit may be required include, but is not limited to the following: 47 Part VII.G.1.a. a. the owner or operator is not in compliance with the conditions of this permit or does not meet the requirements for coverage under this permit; and b. a change has occurred in the availability of demonstrated technology or practices for the control or abatement of pollutants applicable to the point source; and c. new effluent limitation guidelines or new source performance standards are promulgated that are applicable to point sources authorized to discharge in accordance with this permit; and d. existing effluent limitation guidelines or new source performance standards that are applicable to point sources authorized to discharge in accordance with this permit are modified; and e. a water quality management plan containing requirements applicable to such point sources is approved by NYSDEC; and f. circumstances have changed since the time of the request to be covered so that the owner or operator is no longer appropriately controlled under this permit, or either a temporary or permanent reduction or elimination of the authorized discharge is necessary; and g. the discharge is in violation of section 17-0501 of the ECL; and h. the discharge(s) is a significant contributor of pollutants. In making this determination, NYSDEC may consider the following factors: i. the location of the discharge(s) with respect to surface waters of the State; and ii. the size of the discharge(s); and iii. the quantity and nature of the pollutants discharged to surface waters of the State; and iv. other relevant factors including compliance with other provisions of ECL Article 17, or the CWA. 2. When NYSDEC requires any owner or operator authorized by this permit to apply for an individual SPDES permit as provided for in this subdivision, it must notify the owner or operator in writing that a permit application is required. This notice must include a brief statement of the reasons for this decision, an application 48 Part VII.G.2. form, a statement setting a time for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from the owner’s or operator's receipt of the notification letter, whereby the authorization to discharge under this permit must be terminated. NYSDEC may grant additional time upon demonstration, to the satisfaction of the RWE,6 that additional time to apply for an alternative authorization is necessary or where NYSDEC has not provided a permit determination in accordance with 6 NYCRR Part 621. 3. When an individual SPDES permit is issued to an owner or operator authorized to discharge under this permit for the same discharge(s), this permit authorization for construction activities authorized under the individual SPDES permit is automatically terminated on the effective date of the individual SPDES permit unless termination is earlier in accordance with 6 NYCRR Part 750. H. Duty to Provide Information The owner or operator must furnish to NYSDEC, within five business days, unless otherwise set forth by NYSDEC, any information that NYSDEC may request to determine whether cause exists to determine compliance with this permit or to determine whether cause exists for requiring an individual SPDES permit in accordance with 6 NYCRR 750-1.21(e) (see Part VII.G. Requiring Another General Permit or Individual Permit). The owner or operator must make available to NYSDEC, for inspection and copying, or furnish to NYSDEC within 25 business days of receipt of a NYSDEC request for such information, any information retained in accordance with this permit. Except for Part I.D.4. and 5. and Part I.G., the following applies: where the owner or operator becomes aware that it failed to submit any relevant facts on the Notice of Intent, or submitted incorrect information in a Notice of Intent or in any report to NYSDEC, the owner or operator must submit such facts or corrected information to NYSDEC within five business days. I. Extension In the event a new permit is not issued and effective prior to the expiration of this permit, and this permit is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, then the owner or operator with coverage under this permit may continue to operate and discharge in accordance with the requirements of this permit until a new permit is issued and effective. 6 The Regional Water Manager where a DEC Region does not have a RWE. 49 Part VII.J. J. Signatories and Certification The Notice of Intent, Notice of Termination, and reports required by this permit must be signed as provided in 40 CFR §122.22. 1. All Notices of Intent and Notices of Termination must be signed as follows: a. For a corporation. By a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy-or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for Notice of Intent or Notice of Termination requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Note: NYSDEC does not require specific assignments or delegations of authority to responsible corporate officers identified in 40 CFR §122.22(a)(1)(i). NYSDEC will presume that these responsible corporate officers have the requisite authority to sign the Notice of Intent or Notice of Termination unless the corporation has notified NYSDEC to the contrary. Corporate procedures governing authority to sign a Notice of Intent or Notice of Termination may provide for assignment or delegation to applicable corporate positions under 40 CFR §122.22(a)(1)(ii) rather than to specific individuals. b. For a partnership or sole proprietorship. By a general partner or the proprietor, respectively. 50 Part VII.J.1.c. c. For a municipality, State, Federal, or other public agency. By either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: 1. the chief executive officer of the agency; or 2. a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. All reports required by this permit, and other information requested by NYSDEC, must be signed by a person described in Part VII.J.1., or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.J.1. or using the Duly Authorized Form, found on the DEC website; and b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named individual or any individual occupying a named position); and c. The written authorization is submitted to NYSDEC. 3. Changes to authorization. If an authorization under Part VII.J.2. is no longer accurate because a different individual or position has responsibility for the overall operation of the construction activity, a new authorization satisfying the requirements of Part VII.J.2. must be submitted to NYSDEC prior to or together with any reports, information, or applications to be signed by an authorized representative. 4. Certification. Any person signing a document under Part VII.J.1. or 2. must make the following certification: I certify under penalty of law that this document 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 51 Part VII.J.4. 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. 5. Electronic reporting. If documents described in Part VII.J.1. or 2. are submitted electronically by or on behalf of the construction activity with coverage under this permit, any person providing the electronic signature for such documents must meet all relevant requirements of this section, and must ensure that all of the relevant requirements of 40 CFR Part 3 (including, in all cases, subpart D to Part 3) (Cross-Media Electronic Reporting) and 40 CFR Part 127 (NPDES Electronic Reporting Requirements) are met for that submission. K. Inspection and Entry The owner or operator must allow NYSDEC, the USEPA Regional Administrator, the applicable county health department, or any authorized representatives of those entities, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. enter upon the owner’s or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the requirements of this permit; and 2. have access to and copy at reasonable times, any records that must be kept under the requirements of this permit, including records required to be maintained for purposes of operation and maintenance; and 3. inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices or operations regulated or required under this permit; and 4. sample or monitor at reasonable times, for the purposes of assuring general SPDES permit compliance or as otherwise authorized by the CWA or ECL, any substances or parameters at any location; and 5. enter upon the property of any contributor to the regulated facility or activity under authority of the owner or operator. 52 Part VII.L. L. Confidentiality of Information The following must not be held confidential: this permit, the fact sheet for this permit, the name and address of any owner or operator, effluent data, the Notice of Intent, and information regarding the need to obtain an individual permit or an alternative general SPDES permit. This includes information submitted on forms themselves and any attachments used to supply information required by the forms (except information submitted on usage of substances). Upon the request of the owner or operator, NYSDEC must make determinations of confidentiality in accordance with 6 NYCRR Part 616, except as set forth in the previous sentence. Any information accorded confidential status must be disclosed to the Regional Administrator upon his or her written request. Prior to disclosing such information to the Regional Administrator, NYSDEC will notify the Regional Administrator of the confidential status of such information. M. Other Permits May Be Required Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. N. NYSDEC Orders or Civil Decrees/Judgments The issuance of this permit by the NYSDEC, and the coverage under this permit by the owner or operator, does not supersede, revoke, or rescind any existing order on consent or civil Decree/Judgment, or modification to any such documents or to any order issued by the Commissioner, or any of the terms, conditions, or requirements contained in such order or modification therefore, unless expressly noted. O. Property Rights Coverage under this permit does not convey any property rights in either real or personal property, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of Federal, State, or local laws or regulations, nor does it obviate the necessity of obtaining the assent of any other jurisdiction as required by law for the discharge authorized. P. Compliance with Interstate Standards If the construction activity covered by this permit originates within the jurisdiction of an interstate water pollution control agency, then the construction activity must also comply with any applicable effluent standards or water quality standards promulgated by that interstate agency and as set forth in this permit for such construction activities. 53 Part VII.Q. Q. Oil and Hazardous Substance Liability Coverage under this permit does not affect the imposition of responsibilities upon, or the institution of any legal action against, the owner or operator under section 311 of the CWA, which must be in conformance with regulations promulgated pursuant to section 311 governing the applicability of section 311 of the CWA to discharges from facilities with NPDES permits, nor must such issuance preclude the institution of any legal action or relieve the owner or operator from any responsibilities, liabilities, or penalties to which the owner or operator is or may be subject pursuant to the Comprehensive Environmental Response, Compensation and Liability Act of 1980, 42 U.S.C. section 9601 et seq. (CERCLA). R. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit, must not be affected thereby. S. NYSDEC Approved Forms The owner or operator must provide all relevant information that is requested by NYSDEC, and required by this permit, on all NYSDEC approved forms. 54 Appendix A APPENDIX A – Abbreviations and Definitions Abbreviations APO – Agency Preservation Officer BB – New York State Standards and Specifications for Erosion and Sediment Control (Blue Book), dated November 2016 BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control CPv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DM – New York State Stormwater Management Design Manual (Design Manual), dated July 31, 2024 DOW – Division of Water EAF – Environmental Assessment Form ECL – chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law EPA – U.S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System NYC – The City of New York NYCDEP – The City of New York Department of Environmental Protection NYSDEC – The New York State Department of Environmental Conservation OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RR – Runoff Reduction RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review Act SHPA – State Historic Preservation Act SMP – Post-Construction Stormwater Management Practice SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume 55 Appendix A Definitions All definitions in this section are solely for the purposes of this permit. If a word is not italicized in the permit, use its common definition. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property – the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023). Alter Hydrology from Pre-to Post-Development Conditions – the post-development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer System – a sewer system which conveys sewage and stormwater through a single pipe system to a publicly owned treatment works. Commence (Commencement of) Construction Activities – the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for “Construction Activity(ies)” also. Common Plan of Development or Sale – a contiguous area where multiple separate and distinct construction activities are occurring, or may occur, under one plan. The “common plan” of development or sale is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQR) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating construction activities may occur on a specific plot. A common plan of development or sale is comprised of two or more phases. Common plan of development or sale does not include separate and distinct construction activities that are occurring, or may occur, under one plan that are at least 1/4 mile apart provided any interconnecting road, pipeline or utility project that is part of the same “common plan” is not concurrently being disturbed. 56 Appendix A Construction Activity(ies) – identified within 40 CFR 122.26(b)(14)(x), 122.26(b)(15)(i), and 122.26(b)(15)(ii), any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, mechanized logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, which is excluded from the calculation of the soil disturbance for a project. Routine maintenance includes, but is not limited to: Re-grading of gravel roads or parking lots; and Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of the ditch; and Replacement of existing culverts that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity of a ditch; and Replacement of existing bridges that maintains the approximate original line and grade, and maintains or improves the hydraulic capacity beneath the bridges; and Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch); and Placement of aggregate shoulder backing that stabilizes the transition between the road shoulder and the ditch or embankment; and Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material; and Long-term use of equipment storage areas at or near highway maintenance facilities; and Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment; and Existing use of Canal Corp owned upland disposal sites for the canal, and Replacement of curbs, gutters, sidewalks and guide rail posts; and Maintenance of ski trails including brush hog use and mowing; and Above ground snowmaking pipe replacement; and Replacement of existing utility poles; etc. Construction Site – the land area where construction activity(ies) will occur. See also the definitions for “Commence (Commencement of) Construction Activities” and “Common Plan of Development or Sale.” 57 Appendix A Dewatering – the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. Directly Discharge(s)(ing) (to a specific surface waterbody) – runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s)(d) – any addition of any pollutant to waters of the State through an outlet or point source. Embankment – an earthen or rock slope that supports a road/highway. Equivalent (Equivalence) – the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization – all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied on all disturbed areas that are not covered by permanent structures, concrete or pavement. Historic Property – any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) – all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and compacted gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible – not technologically possible, or not economically practicable and achievable considering best industry practices. Minimize(ing)(ation) – reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer System (MS4) -a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): 58 Appendix A 1. owned or operated by a State, city, town, village, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA, that discharges to surface waters of the State; and 2. designed or used for collecting or conveying stormwater; and 3. which is not a combined sewer system; and 4. which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Natural Buffer(s) – an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. Nonpoint Source(s) – any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank – flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator – the person, persons, or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit requirements. 59 Appendix A Performance Criteria – the six performance criteria for each group of SMPs in Chapters 5 and 6 of the technical standard, New York State Stormwater Management Design Manual (DM), dated July 31, 2024. These include feasibility, conveyance, pretreatment, treatment, landscaping, and maintenance. It does not include the Sizing Criteria (i.e. WQv, RRv, CPv, Qp and Qf) in Part I.C.2. of the permit. Phase – a defined area in which construction activities are occurring or will occur separate from other defined area(s). Point Source – any discernible, confined, and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. Pollutant(s) – dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq. Qualified Inspector – a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder or other NYSDEC endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any SMPs that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. 60 Appendix A Qualified Professional – a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other NYSDEC endorsed individual(s). Individuals preparing SWPPPs that require the SMP component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York. Redevelopment Activity(ies) – the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Renewable Energy – electricity or thermal energy generated by renewable energy systems through use of the following technologies: solar thermal, photovoltaics, on land and offshore wind, hydroelectric, geothermal electric, geothermal ground source heat, tidal energy, wave energy, ocean thermal, and fuel cells which do not utilize a fossil fuel resource in the process of generating electricity. Site Limitations – site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria – the criteria included in Part I.C.2 of the permit that are used to size SMPs. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). Steep Slope – land area designated on the current United States Department of Agriculture (USDA) Soil Survey as Soil Slope Phase D, (provided the map unit name or description is inclusive of slopes greater than 25%), or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Stormwater – that portion of precipitation that, once having fallen to the ground, is in excess of the evaporative or infiltrative capacity of soils, or the retentive capacity of surface features, which flows or will flow off the land by surface runoff to waters of the State. 61 Appendix A Streambank – the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes SMPs); and identifies procedures the owner or operator will implement to comply with the requirements of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. Surface Waters of the State – shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased – an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization – exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Load (TMDL) – the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates Waste Load Allocations (WLA) for point source discharges, Load Allocations (LA) for nonpoint sources, and a margin of safety (MOS). Traditional Land Use Control MS4 Operator – a city, town, or village with land use control authority that is authorized to discharge under New York State DEC’s SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). Trained Contractor – an employee from the contracting (construction) company, identified in Part III.A.7., that has received four (4) hours of NYSDEC endorsed training 62 Appendix A in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.7., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of NYSDEC endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other NYSDEC endorsed entity). The trained contractor is responsible for the day-to-day implementation of the SWPPP. Tree Clearing – construction activities limited to felling and removal of trees. Tree clearing does not include hand felling and leaving the trees in place with no support from mechanized equipment, which is not considered construction activity requiring coverage under this permit. Water Quality Standard – such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 63 Appendix B APPENDIX B – Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: • Single-family home not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix D • Construction of a barn or other agricultural building, silo, stock yard or pen. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that include construction or reconstruction of impervious area or alter hydrology from pre- to post-development conditions. The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: • All construction activities located in the New York City Watershed located east of the Hudson River, see Appendix C Figure 1, that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Within the municipal boundaries of NYC: • Stand-alone road reconstruction, where the total soil disturbance from only that road construction, is less than one (1) acre of land. The following construction activities: • Installation of underground linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation, stormwater retrofits, stream restoration, and resiliency projects that reconstruct shoreline areas to address sea level rise • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails, walking/hiking trails, and mountain bi king trails, including a de minimis parking lot (maximum 10 spaces total, sized for passenger cars) with 35 feet minimum preservation of un disturbed area downgradient from the parking lot • Dam rehabilitation (the structure of the dam itself) • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are not part of residential, commercial, or institutional development; • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path, or walking path. 64 Appendix B Table 1 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities: • Slope stabilization • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Vegetated open space (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) that do not alter hydrology from pre-to post-development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre-to post-development conditions • Demolition where vegetation will be established, and no redevelopment activity is planned1 • Installation or replacement of either an overhead electric transmission line or a ski lift tower that does not include the construction of permanent access roads or parking areas surfaced with impervious cover. • Solar array field areas that have tables elevated off the ground, spaced one table width apart, do not alter hydrology from pre-to post-development conditions, and address water quality volume and runoff reduction volume by maintaining sheet flow on slopes less than 8%. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that do not include construction or reconstruction of impervious area and do not alter hydrology from pre-to post-development conditions. • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete (in this context, “temporary” means the impervious area will be in place for two years or less) • Other construction activities that do not include the construction or reconstruction of impervious area, and do not alter hydrology from pre-to post-development conditions, and are not listed in Table 2. 1.If the site is redeveloped in the future, a new eNOI must be submitted. 65 Appendix B Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Single-family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family home that disturbs five (5) or more acres of land • Single-family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix D • Single-family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of between 20,000 square feet and one (1) acre of land within the municipal boundaries of NYC with greater than 25% impervious cover at total site build-out • Single-family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single-family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a common plan of development or sale that will ultimately disturb five (5) or more acres of land • Multi-family residential developments; includes duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Creation of 5,000 square feet or more of impervious area in the municipal boundaries of NYC • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre-to post-development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building (e.g. silo) that involves soil disturbance greater than five acres. • Structural agricultural conservation practices as identified in Table II in the “Agricultural Best Management Practice Systems Catalogue” (dated June 2023) that involves soil disturbance greater than five acres and include the construction or reconstruction of impervious area or alter hydrology from pre-to post-development conditions. • Facility buildings, including ski lodges, restroom buildings, pumphouses, ski lift terminals, and maintenance and groomer garages • Institutional development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills; including creation of landfills or capping landfills. • Municipal facilities; includes highway garages, transfer stations, office buildings, POTWs, water treatment plants, and water storage tanks • Golf courses • Office complexes 66 Appendix B Table 2 (Continued) CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES (SMPS) The following construction activities: • Permanent laydown yards and equipment storage lots • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surfaces • Road construction or reconstruction, outside the municipal boundaries of NYC • Road construction within the municipal boundaries of NYC • Stand-alone road reconstruction, within the municipal boundaries of NYC where the total soil disturbance from that road reconstruction involves soil disturbance of one (1) acre or more of land • Parking lot construction or reconstruction (as with all Table 2 bullets, this includes parking lots constructed as part of the construction activities listed in Table 1, unless a Table 1 bullet specifies otherwise) • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre-to post-development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations, and well drilling pads, surfaced with impervious cover, and constructed as part of an overhead electric transmission line, wind-power, cell tower, oil or gas well drilling, sewer or water main, ski lift, or other linear utility project • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalks, bike paths, or walking paths, surfaced with an impervious cover, that are part of highway construction or reconstruction • Solar array field areas on slopes greater than 8% that cannot maintain sheet flow using management practices identified in the BB or the DM • Solar array field areas on slopes less than 8% that will alter the hydrology from pre-to post-development conditions • Solar array field areas with tables that are not elevated high enough to achieve final stabilization beneath the tables • Traditional impervious areas associated with solar development (e.g. roads, buildings, transformers) • Utility pads surfaced with impervious cover, including electric vehicle charging stations • 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 67 Appendix C APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes SMPs designed in conformance with the Enhanced Phosphorus Removal Standards included in the DM technical standard. • Entire New York City Watershed located east of the Hudson River – Figure 1 • Onondaga Lake Watershed – Figure 2 • Greenwood Lake Watershed – Figure 3 • Oscawana Lake Watershed – Figure 4 • 68 Appendix C Figure 1 -New York City Watershed East of the Hudson 69 Appendix C Figure 2 -Onondaga Lake Watershed 70 Appendix C Figure 3 -Greenwood Lake Watershed 71 Appendix C Figure 4 -Oscawana Lake Watershed 72 Appendix C Figure 5 -Kinderhook Lake Watershed 73 APPENDIX D – Impaired Waterbodies (by Construction Related Pollutants) List of waterbodies impaired by pollutants related to construction activity, including turbidity, silt/sediment, and nutrients (e.g. nitrogen, phosphorus). This list is a subset of “The Final New York State 2018 Section 303(d) List of Impaired Waters Requiring a TMDL” dated June 2020. County Waterbody Pollutant Albany Ann Lee (Shakers) Pond, Stump Pond (1201-0096) Phosphorus Albany Lawsons Lake (1301-0235) Phosphorus Allegany Amity Lake, Saunders Pond (0403-0054) Phosphorus Allegany Andover Pond (0403-0056) Phosphorus Bronx Reservoir No.1/Lake Isle (1702-0075) Phosphorus Bronx Van Cortlandt Lake (1702-0008) Phosphorus Broome Blueberry, Laurel Lakes (1404-0033) Phosphorus Broome Fly Pond, Deer Lake (1404-0038) Phosphorus Broome Minor Tribs to Lower Susquehanna (0603-0044) Phosphorus Broome Whitney Point Lake/Reservoir (0602-0004) Phosphorus Cattaraugus Allegheny River/Reservoir (0201-0023) Phosphorus Cattaraugus Beaver Lake/Alma Pond (0201-0073) Phosphorus Cattaraugus Case Lake (0201-0020) Phosphorus Cattaraugus Linlyco/Club Pond (0201-0035) Phosphorus Cayuga Duck Lake (0704-0025) Phosphorus Cayuga Owasco Inlet, Upper, and tribs (0706-0014) Nutrients Chautauqua Chadakoin River and tribs (0202-0018) Phosphorus Chautauqua Hulburt/Clymer Pond (0202-0079) Phosphorus Chautauqua Middle Cassadaga Lake (0202-0002) Phosphorus Clinton Great Chazy River, Lower, Main Stem (1002-0001) Silt/Sediment Columbia Robinson Pond (1308-0003) Phosphorus Cortland Dean Pond (0602-0077) Phosphorus Dutchess Fallkill Creek (1301-0087) Phosphorus Dutchess Hillside Lake (1304-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Phosphorus Dutchess Wappingers Lake (1305-0001) Silt/Sediment Erie Beeman Creek and tribs (0102-0030) Phosphorus Erie Delaware Park Pond (0101-0026) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Phosphorus Erie Ellicott Creek, Lower, and tribs (0102-0018) Silt/Sediment Erie Green Lake (0101-0038) Phosphorus Erie Little Sister Creek, Lower, and tribs (0104-0045) Phosphorus Erie Murder Creek, Lower, and tribs (0102-0031) Phosphorus Erie Phosphorus Erie Silt/Sediment 75 Nassau Phosphorus Onondaga Ley Creek and tribs (0702-0001) 10 Onondaga Minor Tribs to Onondaga Lake (0702-0022) 10 Onondaga Onondaga Creek, Lower (0702-0023) 10 76 Oswego Lake Neatahwanta (0701-0018) Queens Nitrogen 77 Ulster Silt/Sediment 78 Washington Wood Cr/Champlain Canal and tribs (1005-0036) Phosphorus Westchester Lake Katonah (1302-0136) Phosphorus Westchester Lake Lincolndale (1302-0089) Phosphorus Westchester Lake Meahagh (1301-0053) Phosphorus Westchester Lake Mohegan (1301-0149) Phosphorus Westchester Lake Shenorock (1302-0083) Phosphorus Westchester Mamaroneck River, Lower (1702-0071) Silt/Sediment Westchester Mamaroneck River, Upp, & minor tribs (1702-0123) Silt/Sediment Westchester Saw Mill River (1301-0007) Phosphorus Westchester Saw Mill River, Middle, and tribs (1301-0100) Phosphorus Westchester Sheldrake River (1702-0069) Phosphorus Westchester Sheldrake River (1702-0069) Silt/Sedimnt Westchester Silver Lake (1702-0040) Phosphorus Westchester Teatown Lake (1302-0150) Phosphorus Westchester Truesdale Lake (1302-0054) Phosphorus Westchester Wallace Pond (1301-0140) Phosphorus 79 APPENDIX E – List of NYSDEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 220 WHITE PLAINS ROAD, SUITE 110 TEL. (914) 428 -2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7438 5786 WIDEWATERS PARKWAY SYRACUSE, NY 13214-1867 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7165 700 DELAWARE AVENUE BUFFALO, NY 14209-2999 TEL. (716) 851-7070 80 APPENDIX F – SWPPP Preparer Certification Form The SWPPP Preparer Certification Form required by this permit begins on the following page. 81 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 APPENDIX G – MS4 SWPPP Acceptance Form The MS4 SWPPP Acceptance Form required by this permit begins on the following page. 83 MS4 SWPPP Acceptance Form for construction activities seeking authorization under the 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.) I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4 Operator: 12. MS4 SPDES Permit Identification Number: NYR20A 13. Street Address: 14. City/State/Zip: 15. Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form -continued V. Certification Statement -MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in section II. of this form has been reviewed and meets the substantive requirements in the SPDES General Permit for Stormwater Discharges from Construction Activity, GP-0-25-001 (CGP). Note: The MS4 Operator, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 Operator does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name1: Title/Position: Signature: Date: VI. Additional Information 1 Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2. (NYSDEC -MS4 SWPPP Acceptance Form -January 2025) Page 2 of 2 APPENDIX H – NYCDEP SWPPP Acceptance/Approval Form The City of New York Department of Environmental Protection (NYCDEP) SWPPP Acceptance/Approval form required by this permit begins on the following page. 86 THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 SWPPP Acceptance/Approval Application Number: I. Project Owner/Operator Information 1. Owner/Operator Name: 2. Contact Person: 3. Street Address: 4. City/State/Zip: II. Project Site Information 5. Project/Site Name: 6. Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance/Approval 8. SWPPP Reviewed by: / 10. Date Final SWPPP Reviewed and Accepted: 11. Acceptance/Approval Expiration Date: IV. Regulated MS4 Information for projects that require coverage under the NY State Pollution Discharge Elimination System General Permit for Stormwater Discharges from Construction Activity CITY OF NEW YORK NY-0287890 14. Contact Person: 59-17 Junction Blvd. 9th Floor Flushing, NY 11373 17. Telephone Number: Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. THE CITY OF NEW YORK DEPARTMENT OF ENVIRONMENTAL PROTECTION Bureau of Environmental Planning and Analysis 59-17 Junction Blvd., 9th Floor; Flushing, NY 11373 V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Date: VI. Conditions of Acceptance/Approval and Additional Information Projects in the MS4 area must submit a copy of this SWPPP Acceptance with a Notice of Intent for coverage under the NY SPDES General Permit for Stormwater Discharges from Construction Activity to: NYS Department of Environmental Conservation, Division of Water; 625 Broadway, 4th Floor; Albany, New York 12233-3505. APPENDIX I – MS4 No Jurisdiction Form The MS4 No Jurisdiction Form required by this permit begins on the following page. 89 MS4 No Jurisdiction Form for construction activities seeking authorization under the 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.) I. Project Owner/Operator Information a. Owner/Operator Name: b. Contact Person: c. Street Address: d. City/State/Zip: II. Project Site Information a. Project/Site Name: b. Street Address: c. City/State/Zip: d. eNOI Submission ID: III. Traditional Land Use Control MS4 Operator Information a. Name of MS4 Operator: b. MS4 SPDES Permit ID Number: NYR20A c. Street Address: d. City/State/Zip: e. Telephone Number: IV. Certification Statement In accordance with CGP Part I.D.2.b.ii.3., I hereby certify that the Traditional Land Use Control MS4 Operator identified in section III. of this form does not have review authority over the construction project identified in section II. of this form, which is owned/operated by the entity identified in section I. of this form. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. a. Printed name of the principal executive officer or ranking elected official for the MS4 Operator or their duly authorized representative in accordance with CGP Part VII.J.2.: b. Title/Position: c. Signature: d. Date: APPENDIX J – Owner/Operator Certification Form The Owner/Operator Certification Form required by this permit begins on the following page. 91 ___________________________________________________________ ________________________________ 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 Appendix B NYSDEC SPDES Forms Construction General Permit (CGP) Electronic Notice of Intent (eNOI) GP-0-25-001 version 1.18 (Submission #: HQP-0MHF-R302T, version 1) Details Originally Started By Karl Schwesinger Alternate Identifier Southworks The Woods—Region 7 Submission ID HQP-0MHF-R302T Status Draft Form Input Eligibility Disturbance Threshold Yes No No No Other SPDES Permits Yes Threatened and Endangered Species No 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 describedin 40 CFR 122.3(e), e.g. non-point source agriculture or silviculture activities? 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.? State Historic Preservation Act (SHPA) No 4.a. Will the construction activity: a) occur within an archeologically sensitive area indicated on the sensitivity map, or b) have the potential to affect a property that is listed or determined to be eligible for listing on the National or StaRegisters of Historic Places, or c) include a new permanent building on the construction site within the following distances from a building, struct or object that is more than 50 years old and OPRHP, a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined is a historically/archeologically significantbuilding, structure, or object: 1-5 acres of disturbance—20 feet 5-20 acres of disturbance—50 feet 20+ acres of disturbance—100 feet? No 4.b. Is there documentation at the construction site demonstrating: a) that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, anthe construction activity is not immediately adjacent to a property listed or determined to be eligible for listing on tNational or State Registers of Historic Places, and b) that there is no new permanent building to be built on the construction site within the following distances from building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that OPRHP, a Historic Preservation Commission of a Certified LocalGovernment, or a qualified preservation professional has determined that the building, structure, or object more t50 years old is not historically/archeologically significant: 1-5 acres of disturbance – 20 feet 5-20 acres of disturbance – 50 feet 20+ acres of disturbance – 100 feet? Yes State Environmental Quality Review (SEQR) Yes Yes Uniform Procedures Act (UPA) Permits 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 (seeAttachment 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 fromanother NYS or federal agency (Part I.A.6.)? 5.a. Has the owner/operator obtained documentation that the project review pursuant to SEQR, or theequivalent, has been satisfied per Part I.A.5. or I.A.6. of GP-0-25-001? Yes Steep Slope Yes No Owner/Operator Information 8. Owner/Operator NameBeacon Communities 9. Owner/Operator Contact Person Information First and Last Name Phone E-mail 10. Owner/Operator Mailing Address 505 Ellicot St, Suite 44 Buffalo, NY 04203 USA No Corporation Yes 12.b.i. Department of State ID # The Department of State ID can be found using the following link:Department of State | Division of Corporations Site Information 13. Project/Site Name Southworks The Woods 6. Has the owner/operator obtained all necessary UPA permits from NYSDEC, or the equivalent from anotherNYS or federal agency per Part I.A.7.a. of GP-0-25-001? Select "Yes" if no UPA permits, or the equivalent, arerequired for this construction activity. 7. Is the construction activity within the watershed of surface waters of the State classified as AA or AA-Sidentified 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, asdefined in Appendix A of GP-0-25-001? 14. Site Address Danby Road Ithaca, NY 14950 Tompkins DEC Region 7 15. Site Latitude & Longitude 42.427053851329966,-76.50036824232684 Project Details One or more phases of a common plan of development or sale in accordance with Part I.D.1.c. Yes Yes Per Part I.D.1.c.iii., the Required SWPPP Components by Project Type from Part III.C. is based on the entire common plan of development or sale, not the phases. Table 2 18. Consistent with Part III.B.1.c.i. of GP-0-25-001, provide a concise overview of the project. Describe existingand proposed conditions, and include any other relevant information. New Development portion of a larger mix use redevelopment project. The existing area is predominately wooded. Enter the total project site acreage, the acreage to be disturbed, and the future impervious area (acreage) within thedisturbed area, rounded to the nearest tenth of an acre. 19. Total Site Area (acres) 11.7 20. Total Area to be Disturbed (acres) 10.0 21. Existing Impervious Area to be Disturbed (acres) 0.0 22. Future Impervious Area Within Disturbed Area (acres)5.0 16. This eNOI submission is for: 16.a. Does the entire common plan of development or sale meet the eligibility requirements in Part I.A.5. or 6.? 16.b. Does the phase or phases meet all other eligibility requirements in Part I.A.? 17. Does the project type fall under Table 1 or Table 2 of Appendix B of GP-0-25-001? If any portion of theconstruction activity falls under Table 2, regardless of the size of the disturbance, select "Table 2". 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 (%) 0 D (%) 100 25. Enter the planned start and end dates of the disturbance activities. Start Date10/01/2026 End Date12/31/2030 26. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge.Unnamed Trib to Fall Creek Stream/Creek On Site No No No Yes 31.a. What is the name of the municipality/entity that owns the separate storm sewer system? If the separatesewer system is owned by an MS4 Operator, enter the MS4 Operator name.Town of Ithaca No 23. Do you plan to disturb more than 5 acres of soil at any one time? 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? No Required SWPPP Components General SWPPP Requirements Yes Yes Yes Yes 2024 SWPPP Preparer Professional Engineer (P.E.) 40. Name of the person who prepared the SWPPPKarl M. Schwesinger, PE 41. SWPPP Preparer Organization NameFagan Eningeers 42. SWPPP Preparer Contact Information First and Last Name Phone E-mail Karl Schwesinger 6077342165 Karl.Schwesinger@FaganEngineers.com 43. SWPPP Preparer Address 113 E Chemung Pl Elmira, New York 14904 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 form2) The certified SWPPP preparer should sign this form3) Upload the completed form Download SWPPP Preparer Certification Form 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 tothe CRRA, 6 NYCRR Part 490, and associated guidance per Part III.A.2. of GP-0-25-001? 36. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformancewith 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 inconformance 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: 44. Please upload the SWPPP Preparer Certification Comment Erosion & Sediment Control Criteria Yes Post-Construction Criteria Site Planning and Soil Restoration Preservation of Undisturbed AreaLocating Development in Less Sensitive Areas Roadway Reduction Building Footprint Reduction All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the DesignManual (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 .35 .30 .066 .05 0.35 49.a. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQvrequired. The project site is 100% D soils. ADS Arcadia Stormwater Separator's were used to treat the majority of thestormwater runoff Water Quantity Criteria No 51.b.i. CPv Required (acre-feet) .4 51.b.ii. CPv Provided (acre-feet) .4 No Overbank Flood Control Criteria (Qp) 52.b.i. Pre-Development (CFS)30.74 52.b.ii. Post-Development (CFS)30.2 Total Extreme Flood Control Criteria (Qf) 52.b.iii. Pre-Development (CFS) 69.69 52.b.iv. Post-Development (CFS) 68.91 Operation and Maintenance Yes 53.a. Identify the entity responsible for the long-term Operation and Maintenance. Beacon Communities Post-Construction SMP Identification 54. Post-Construction RR Techniques and Standard SMPs RR Techniques and SMPs Contributing Impervious Area (acres) Total Contributing Area (acres) Dry Swale (O-1)0.4 55. Alternative SMPs Type of Alternative SMP Manufacturer of the Alternative SMP Name of the Alternative SMP Contributing Impervious Area (acres) Hydrodynamic ADS Arcadia 3.47 Other Permits None No MS4 SWPPP Acceptance 52. Does one of the waiver conditions apply to the Qp and Qf for this construction activity? 53. Has a long-term Operation and Maintenance Plan for the post-construction stormwater managementpractice(s) been developed? 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.? 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 Comment 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 Comment Additional Project Information 62. Enter any additional pertinent project information in the text box below. 59. Will the construction activities be within the municipal boundary(ies) of Traditional Land Use Control MS4Operator(s) and discharge to the MS4(s)? 59.a. Which form is required per Part I.D.2.b.ii.? Appendix C PondPack Drainage Calculations and Output: Existing Condition P A R K I N G L O T # 6 RES T R I C T E D - R E S I D E N T I A L 52.4 A C R E S N. Y. S. R O U T E 9 6 B C O D D I N G T O N R O A D N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width Drawn By: Scale: SEAL It Is A Violation Of The New YorkEducation Law, Article 145 Section 7209,For Any Person, Unless He Is Acting Under The Direction Of A Licensed Professional Engineer Or Land Surveyor To Alter An Item In Any Way. If An ItemBearing The Seal Of An Engineer OrLand Surveyor Is Altered, The AlteringEngineer Or Land Surveyor Shall Affix ToThe Item His Seal And The Notation "Altered By" Followed By His Signature And The Date Of Such Alteration, And A Specific Description Of The Alteration. Be a c o n C o m m u n i t i e s So u t h W o r k s To w n O f I t h a c a , T o m p k i n s ( C o ) , N e w Y o r k Checked By: Project No.: Drawing Name: Design By: EXISTING DRAINAGE MAP D1 RSN JBG 2011.104-008 11104-008-swppp.dwg RSN Re v . Da t e R e v i s i o n D e s c r i p t i o n 1. 1"=60'11x17 Prints are 1/2 Size Date:November 4, 2025 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) PRELIMINARY PRINT NOT FOR CONSTRUCTION Copyright © 2025 Fagan Engineers EDA-1 EDA-2 EDA-3 Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated from partial duration series. All precipitation amounts are displayed in inches. Metadata for Point Smoothing Yes State New York Location New York, United States Latitude 42.427 degrees North Longitude 76.5 degrees West Elevation 220 feet Date/Time Wed Feb 25 2026 14:24:12 GMT-0500 (Eastern StandardTime) Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1yr 0.28 0.43 0.53 0.70 0.87 1.07 1yr 0.75 0.95 1.21 1.44 1.71 2.00 2.26 2yr 0.32 0.50 0.62 0.82 1.03 1.26 2yr 0.89 1.13 1.43 1.70 2.01 2.34 2.61 5yr 0.38 0.59 0.74 0.99 1.27 1.57 5yr 1.09 1.40 1.78 2.13 2.50 2.91 3.25 10yr 0.42 0.67 0.84 1.15 1.49 1.86 10yr 1.29 1.64 2.12 2.52 2.96 3.43 3.83 25yr 0.50 0.79 1.01 1.39 1.85 2.32 25yr 1.59 2.04 2.65 3.16 3.70 4.26 4.77 50yr 0.56 0.90 1.15 1.61 2.17 2.74 50yr 1.87 2.41 3.13 3.74 4.37 5.02 5.64 100yr 0.63 1.02 1.32 1.87 2.56 3.25 100yr 2.21 2.84 3.72 4.44 5.17 5.92 6.67 200yr 0.72 1.18 1.53 2.18 3.01 3.85 200yr 2.60 3.35 4.41 5.26 6.11 6.98 7.88 500yr 0.86 1.41 1.84 2.67 3.74 4.81 500yr 3.23 4.18 5.52 6.58 7.63 8.69 9.84 Lower Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1yr 0.25 0.39 0.48 0.64 0.79 0.83 1yr 0.68 0.82 0.93 1.10 1.51 1.82 2.07 2yr 0.32 0.49 0.61 0.82 1.01 1.12 2yr 0.87 1.10 1.24 1.53 1.87 2.27 2.53 5yr 0.36 0.56 0.69 0.95 1.20 1.32 5yr 1.04 1.30 1.45 1.78 2.18 2.69 3.01 10yr 0.40 0.61 0.76 1.06 1.37 1.51 10yr 1.18 1.47 1.63 1.99 2.47 3.06 3.42 25yr 0.46 0.70 0.87 1.24 1.63 1.78 25yr 1.41 1.74 1.91 2.29 2.88 3.60 4.01 50yr 0.50 0.77 0.96 1.38 1.85 2.03 50yr 1.60 1.98 2.15 2.56 3.25 4.09 4.52 100yr 0.56 0.84 1.06 1.53 2.10 2.31 100yr 1.81 2.26 2.43 2.85 3.66 4.63 5.09 200yr 0.62 0.94 1.19 1.72 2.40 2.63 200yr 2.07 2.57 2.74 3.18 4.12 5.24 5.72 500yr 0.72 1.08 1.38 2.01 2.86 3.14 500yr 2.47 3.07 3.23 3.68 4.84 6.17 6.64 Upper Confidence Limits 5min 10min 15min 30min 60min 120min 1hr 2hr 3hr 6hr 12hr 24hr 48hr 1yr 0.30 0.47 0.57 0.77 0.94 1.04 1yr 0.81 1.02 1.17 1.44 1.77 2.16 2.39 2yr 2yr EDA-1 EDA-1 EDA-2 EDA-2 EDA-3 EDA-3 3R POS Existing Routing Diagram for The Woods Box 07-07-2026Prepared by Fagan Engineers & Land Surveyors, Printed 7/7/2026HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link Beacon - The Woods - Existing ConditionsThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 2HydroCAD® 10.20-7a s/n 10774 © 2025 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 2.00 2 2 10 YR Type II 24-hr Default 24.00 1 3.43 2 3 100 YR Type II 24-hr Default 24.00 1 5.92 2 4 WQf Type II 24-hr Default 24.00 1 1.07 2 Beacon - The Woods - Existing ConditionsThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 3HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.710 84 1 acre lots, 20% imp, HSG D (EDA-1, EDA-2) 1.000 80 >75% Grass cover, Good, HSG D (EDA-1, EDA-2, EDA-3) 2.430 98 Paved parking, HSG D (EDA-1, EDA-2) 9.510 77 Woods, Good, HSG D (EDA-1, EDA-2, EDA-3) 16.650 82 TOTAL AREA Beacon - The Woods - Existing ConditionsThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 4HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 16.650 HSG D EDA-1, EDA-2, EDA-3 0.000 Other 16.650 TOTAL AREA Beacon - The Woods - Existing ConditionsThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 5HydroCAD® 10.20-7a s/n 10774 © 2025 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 0.000 3.710 0.000 3.710 1 acre lots, 20% imp EDA-1, EDA-2 0.000 0.000 0.000 1.000 0.000 1.000 >75% Grass cover, Good EDA-1, EDA-2, EDA-3 0.000 0.000 0.000 2.430 0.000 2.430 Paved parking EDA-1, EDA-2 0.000 0.000 0.000 9.510 0.000 9.510 Woods, Good EDA-1, EDA-2, EDA-3 0.000 0.000 0.000 16.650 0.000 16.650 TOTAL AREA Beacon - The Woods - Existing ConditionsThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 6HydroCAD® 10.20-7a s/n 10774 © 2025 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 EDA-2 0.00 0.00 350.0 0.0250 0.013 0.0 24.0 0.0 Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 7HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.080 ac 20.07% Impervious Runoff Depth=0.65"Subcatchment EDA-1: EDA-1 Flow Length=1,250' Tc=21.7 min CN=82 Runoff=5.23 cfs 0.437 af Runoff Area=7.770 ac 19.95% Impervious Runoff Depth=0.65"Subcatchment EDA-2: EDA-2 Flow Length=1,275' Tc=22.3 min CN=82 Runoff=4.95 cfs 0.420 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment EDA-3: EDA-3 Flow Length=500' Tc=21.1 min CN=78 Runoff=0.36 cfs 0.032 af Inflow=10.55 cfs 0.889 afReach 3R: POS Existing Outflow=10.55 cfs 0.889 af Total Runoff Area = 16.650 ac Runoff Volume = 0.889 af Average Runoff Depth = 0.64"80.95% Pervious = 13.478 ac 19.05% Impervious = 3.172 ac Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 8HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-1: EDA-1 Runoff = 5.23 cfs @ 12.16 hrs, Volume= 0.437 af, Depth= 0.65" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.300 80 >75% Grass cover, Good, HSG D1.440 98 Paved parking, HSG D5.430 77 Woods, Good, HSG D0.910 84 1 acre lots, 20% imp, HSG D 8.080 82 Weighted Average6.458 79.93% Pervious Area1.622 20.07% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.9 1,000 0.1000 18.11 148.53 Channel Flow, Roadside SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.022 Earth, clean & straight 21.7 1,250 Total Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 9HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-1: EDA-1 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=8.080 ac Runoff Volume=0.437 af Runoff Depth=0.65" Flow Length=1,250' Tc=21.7 min CN=82 5.23 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 10HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-2: EDA-2 Runoff = 4.95 cfs @ 12.17 hrs, Volume= 0.420 af, Depth= 0.65" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D0.990 98 Paved parking, HSG D3.420 77 Woods, Good, HSG D2.800 84 1 acre lots, 20% imp, HSG D 7.770 82 Weighted Average6.220 80.05% Pervious Area1.550 19.95% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.5 350 0.0250 11.39 35.77 Pipe Channel, Danby Road 24"24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013 Corrugated PE, smooth interior1.0 675 0.1000 11.39 93.36 Channel Flow, On Site SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.035 Earth, dense weeds 22.3 1,275 Total Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 11HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-2: EDA-2 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=7.770 ac Runoff Volume=0.420 af Runoff Depth=0.65" Flow Length=1,275' Tc=22.3 min CN=82 4.95 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 12HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-3: EDA-3 Runoff = 0.36 cfs @ 12.17 hrs, Volume= 0.032 af, Depth= 0.48" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.140 80 >75% Grass cover, Good, HSG D0.000 98 Paved parking, HSG D0.660 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.800 78 Weighted Average0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.3 250 0.1000 13.28 108.93 Channel Flow, SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.030 Stream, clean & straight 21.1 500 Total Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 13HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-3: EDA-3 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=0.800 ac Runoff Volume=0.032 af Runoff Depth=0.48" Flow Length=500' Tc=21.1 min CN=78 0.36 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 14HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 3R: POS Existing Inflow Area = 16.650 ac, 19.05% Impervious, Inflow Depth = 0.64" for 1 YR eventInflow = 10.55 cfs @ 12.17 hrs, Volume= 0.889 afOutflow = 10.55 cfs @ 12.17 hrs, Volume= 0.889 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: POS Existing InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.650 ac 10.55 cfs 10.55 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 15HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.080 ac 20.07% Impervious Runoff Depth=1.72"Subcatchment EDA-1: EDA-1 Flow Length=1,250' Tc=21.7 min CN=82 Runoff=14.69 cfs 1.161 af Runoff Area=7.770 ac 19.95% Impervious Runoff Depth=1.72"Subcatchment EDA-2: EDA-2 Flow Length=1,275' Tc=22.3 min CN=82 Runoff=13.91 cfs 1.117 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=1.44"Subcatchment EDA-3: EDA-3 Flow Length=500' Tc=21.1 min CN=78 Runoff=1.22 cfs 0.096 af Inflow=29.82 cfs 2.375 afReach 3R: POS Existing Outflow=29.82 cfs 2.375 af Total Runoff Area = 16.650 ac Runoff Volume = 2.375 af Average Runoff Depth = 1.71"80.95% Pervious = 13.478 ac 19.05% Impervious = 3.172 ac Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 16HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-1: EDA-1 Runoff = 14.69 cfs @ 12.15 hrs, Volume= 1.161 af, Depth= 1.72" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.300 80 >75% Grass cover, Good, HSG D1.440 98 Paved parking, HSG D5.430 77 Woods, Good, HSG D0.910 84 1 acre lots, 20% imp, HSG D 8.080 82 Weighted Average6.458 79.93% Pervious Area1.622 20.07% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.9 1,000 0.1000 18.11 148.53 Channel Flow, Roadside SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.022 Earth, clean & straight 21.7 1,250 Total Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 17HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-1: EDA-1 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=8.080 ac Runoff Volume=1.161 af Runoff Depth=1.72" Flow Length=1,250' Tc=21.7 min CN=82 14.69 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 18HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-2: EDA-2 Runoff = 13.91 cfs @ 12.16 hrs, Volume= 1.117 af, Depth= 1.72" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D0.990 98 Paved parking, HSG D3.420 77 Woods, Good, HSG D2.800 84 1 acre lots, 20% imp, HSG D 7.770 82 Weighted Average6.220 80.05% Pervious Area1.550 19.95% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.5 350 0.0250 11.39 35.77 Pipe Channel, Danby Road 24"24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013 Corrugated PE, smooth interior1.0 675 0.1000 11.39 93.36 Channel Flow, On Site SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.035 Earth, dense weeds 22.3 1,275 Total Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 19HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-2: EDA-2 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=7.770 ac Runoff Volume=1.117 af Runoff Depth=1.72" Flow Length=1,275' Tc=22.3 min CN=82 13.91 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 20HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-3: EDA-3 Runoff = 1.22 cfs @ 12.15 hrs, Volume= 0.096 af, Depth= 1.44" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.140 80 >75% Grass cover, Good, HSG D0.000 98 Paved parking, HSG D0.660 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.800 78 Weighted Average0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.3 250 0.1000 13.28 108.93 Channel Flow, SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.030 Stream, clean & straight 21.1 500 Total Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 21HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-3: EDA-3 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=0.800 ac Runoff Volume=0.096 af Runoff Depth=1.44" Flow Length=500' Tc=21.1 min CN=78 1.22 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 22HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 3R: POS Existing Inflow Area = 16.650 ac, 19.05% Impervious, Inflow Depth = 1.71" for 10 YR eventInflow = 29.82 cfs @ 12.15 hrs, Volume= 2.375 afOutflow = 29.82 cfs @ 12.15 hrs, Volume= 2.375 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: POS Existing InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.650 ac 29.82 cfs 29.82 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 23HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.080 ac 20.07% Impervious Runoff Depth=3.91"Subcatchment EDA-1: EDA-1 Flow Length=1,250' Tc=21.7 min CN=82 Runoff=33.21 cfs 2.635 af Runoff Area=7.770 ac 19.95% Impervious Runoff Depth=3.91"Subcatchment EDA-2: EDA-2 Flow Length=1,275' Tc=22.3 min CN=82 Runoff=31.47 cfs 2.534 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=3.51"Subcatchment EDA-3: EDA-3 Flow Length=500' Tc=21.1 min CN=78 Runoff=3.01 cfs 0.234 af Inflow=67.68 cfs 5.403 afReach 3R: POS Existing Outflow=67.68 cfs 5.403 af Total Runoff Area = 16.650 ac Runoff Volume = 5.403 af Average Runoff Depth = 3.89"80.95% Pervious = 13.478 ac 19.05% Impervious = 3.172 ac Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 24HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-1: EDA-1 Runoff = 33.21 cfs @ 12.14 hrs, Volume= 2.635 af, Depth= 3.91" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.300 80 >75% Grass cover, Good, HSG D1.440 98 Paved parking, HSG D5.430 77 Woods, Good, HSG D0.910 84 1 acre lots, 20% imp, HSG D 8.080 82 Weighted Average6.458 79.93% Pervious Area1.622 20.07% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.9 1,000 0.1000 18.11 148.53 Channel Flow, Roadside SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.022 Earth, clean & straight 21.7 1,250 Total Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 25HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-1: EDA-1 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=8.080 ac Runoff Volume=2.635 af Runoff Depth=3.91" Flow Length=1,250' Tc=21.7 min CN=82 33.21 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 26HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-2: EDA-2 Runoff = 31.47 cfs @ 12.15 hrs, Volume= 2.534 af, Depth= 3.91" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D0.990 98 Paved parking, HSG D3.420 77 Woods, Good, HSG D2.800 84 1 acre lots, 20% imp, HSG D 7.770 82 Weighted Average6.220 80.05% Pervious Area1.550 19.95% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.5 350 0.0250 11.39 35.77 Pipe Channel, Danby Road 24"24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013 Corrugated PE, smooth interior1.0 675 0.1000 11.39 93.36 Channel Flow, On Site SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.035 Earth, dense weeds 22.3 1,275 Total Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 27HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-2: EDA-2 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=7.770 ac Runoff Volume=2.534 af Runoff Depth=3.91" Flow Length=1,275' Tc=22.3 min CN=82 31.47 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 28HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-3: EDA-3 Runoff = 3.01 cfs @ 12.14 hrs, Volume= 0.234 af, Depth= 3.51" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.140 80 >75% Grass cover, Good, HSG D0.000 98 Paved parking, HSG D0.660 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.800 78 Weighted Average0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.3 250 0.1000 13.28 108.93 Channel Flow, SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.030 Stream, clean & straight 21.1 500 Total Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 29HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-3: EDA-3 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=0.800 ac Runoff Volume=0.234 af Runoff Depth=3.51" Flow Length=500' Tc=21.1 min CN=78 3.01 cfs Beacon - The Woods - Existing Conditions Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 30HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 3R: POS Existing Inflow Area = 16.650 ac, 19.05% Impervious, Inflow Depth = 3.89" for 100 YR eventInflow = 67.68 cfs @ 12.15 hrs, Volume= 5.403 afOutflow = 67.68 cfs @ 12.15 hrs, Volume= 5.403 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: POS Existing InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.650 ac 67.68 cfs 67.68 cfs Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 31HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.080 ac 20.07% Impervious Runoff Depth=0.14"Subcatchment EDA-1: EDA-1 Flow Length=1,250' Tc=21.7 min CN=82 Runoff=0.76 cfs 0.095 af Runoff Area=7.770 ac 19.95% Impervious Runoff Depth=0.14"Subcatchment EDA-2: EDA-2 Flow Length=1,275' Tc=22.3 min CN=82 Runoff=0.72 cfs 0.091 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=0.08"Subcatchment EDA-3: EDA-3 Flow Length=500' Tc=21.1 min CN=78 Runoff=0.02 cfs 0.005 af Inflow=1.49 cfs 0.191 afReach 3R: POS Existing Outflow=1.49 cfs 0.191 af Total Runoff Area = 16.650 ac Runoff Volume = 0.191 af Average Runoff Depth = 0.14"80.95% Pervious = 13.478 ac 19.05% Impervious = 3.172 ac Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 32HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-1: EDA-1 Runoff = 0.76 cfs @ 12.21 hrs, Volume= 0.095 af, Depth= 0.14" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.300 80 >75% Grass cover, Good, HSG D1.440 98 Paved parking, HSG D5.430 77 Woods, Good, HSG D0.910 84 1 acre lots, 20% imp, HSG D 8.080 82 Weighted Average6.458 79.93% Pervious Area1.622 20.07% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.9 1,000 0.1000 18.11 148.53 Channel Flow, Roadside SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.022 Earth, clean & straight 21.7 1,250 Total Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 33HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-1: EDA-1 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=8.080 ac Runoff Volume=0.095 af Runoff Depth=0.14" Flow Length=1,250' Tc=21.7 min CN=82 0.76 cfs Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 34HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-2: EDA-2 Runoff = 0.72 cfs @ 12.22 hrs, Volume= 0.091 af, Depth= 0.14" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.560 80 >75% Grass cover, Good, HSG D0.990 98 Paved parking, HSG D3.420 77 Woods, Good, HSG D2.800 84 1 acre lots, 20% imp, HSG D 7.770 82 Weighted Average6.220 80.05% Pervious Area1.550 19.95% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.5 350 0.0250 11.39 35.77 Pipe Channel, Danby Road 24"24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'n= 0.013 Corrugated PE, smooth interior1.0 675 0.1000 11.39 93.36 Channel Flow, On Site SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.035 Earth, dense weeds 22.3 1,275 Total Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 35HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-2: EDA-2 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=7.770 ac Runoff Volume=0.091 af Runoff Depth=0.14" Flow Length=1,275' Tc=22.3 min CN=82 0.72 cfs Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 36HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment EDA-3: EDA-3 Runoff = 0.02 cfs @ 12.26 hrs, Volume= 0.005 af, Depth= 0.08" Routed to Reach 3R : POS Existing Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.140 80 >75% Grass cover, Good, HSG D0.000 98 Paved parking, HSG D0.660 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.800 78 Weighted Average0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 100 0.1500 0.09 Sheet Flow, WoodsWoods: Dense underbrush n= 0.800 P2= 2.34"1.3 150 0.1500 1.94 Shallow Concentrated Flow, WoodsWoodland Kv= 5.0 fps0.3 250 0.1000 13.28 108.93 Channel Flow, SwaleArea= 8.2 sf Perim= 10.5' r= 0.78'n= 0.030 Stream, clean & straight 21.1 500 Total Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 37HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment EDA-3: EDA-3 Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.024 0.0230.022 0.021 0.020.019 0.018 0.0170.0160.015 0.014 0.0130.012 0.011 0.010.0090.008 0.007 0.0060.005 0.004 0.0030.0020.001 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=0.800 ac Runoff Volume=0.005 af Runoff Depth=0.08" Flow Length=500' Tc=21.1 min CN=78 0.02 cfs Beacon - The Woods - Existing Conditions Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 38HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 3R: POS Existing Inflow Area = 16.650 ac, 19.05% Impervious, Inflow Depth = 0.14" for WQf eventInflow = 1.49 cfs @ 12.21 hrs, Volume= 0.191 afOutflow = 1.49 cfs @ 12.21 hrs, Volume= 0.191 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 3R: POS Existing InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=16.650 ac 1.49 cfs 1.49 cfs Appendix D PondPack Drainage Calculations and Output: Developed/Mitigated Condition P A R K I N G L O T # 6 N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width DRIVE IV M O R S E P L A C E ROAD A RO A D B DRIVE C DANBY ROAD DR I V E D PROPOSED12 UNIT TOWNHOUSEBUILDING B3 FFE BASEMENT: 749.61 FFE: 1ST FLOOR: 761.11 PROPOSED6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 747.85 FFE: 1ST FLOOR: 759.35 PROPOSED9 UNIT TOWNHOUSEBUILDING B2 FFE BASEMENT: 748.61 FFE: 1ST FLOOR: 760.11 PROPOSED 27 UNIT APARTMENTBUILDING C1 FFE BASEMENT: 735.40 FFE: 1ST FLOOR: 746.90 PROPOSED 26 UNIT APARTMENTBUILDING C2 FFE BASEMENT: 736.40 FFE: 1ST FLOOR: 747.90 PROPOSED 30 UNIT APARTMENTBUILDING C3 FFE BASEMENT: 737.40 FFE: 1ST FLOOR: 748.90 PROPOSED 9 UNIT APARTMENT BUILDING A1 FFE BASEMENT: 775.0 FFE : 1 S T F L O O R : 7 8 6 . 5 0 20 16 23 24 PROPOSED 9 UNIT APARTMENT BUILDING A2 FFE BASEMENT: 776.0 FFE : 1 S T F L O O R : 7 8 7 . 0 8 29 20 MAIN T . SHE D Drawn By: Scale: SEAL It Is A Violation Of The New YorkEducation Law, Article 145 Section 7209,For Any Person, Unless He Is Acting Under The Direction Of A Licensed Professional Engineer Or Land Surveyor To Alter An Item In Any Way. If An ItemBearing The Seal Of An Engineer OrLand Surveyor Is Altered, The AlteringEngineer Or Land Surveyor Shall Affix ToThe Item His Seal And The Notation "Altered By" Followed By His Signature And The Date Of Such Alteration, And A Specific Description Of The Alteration. Be a c o n C o m m u n i t i e s So u t h W o r k s To w n O f I t h a c a , T o m p k i n s ( C o ) , N e w Y o r k Checked By: Project No.: Drawing Name: Design By: PROPOSED DRAINAGE MAP D2 RSN JBG 2011.104-008 11104-008-swppp.dwg RSN Re v . Da t e R e v i s i o n D e s c r i p t i o n 1. 1"=60'11x17 Prints are 1/2 Size Date:November 4, 2025 113 East Chemung PlaceElmira N.Y. 14904Phone (607) 734-2165Fax (607) 734-2169www.FaganEngineers.com Note : Utility information has been plotted from available sources and their locations and sizeshould be considered approximate only. The contractor is responsible for determiningexact utility locations, sizes, and elevations prior to commencing construction. Ifuncharted or misplotted utilities are encountered, the contractor is required to notify theowner immediately. New York State law requires excavators to contact the one-call notification system priorto digging to prevent damage to buried facilities. IT'S THE LAW!Call three days before you dig!1-800-962-7962Dig Safely New York(non-members must be contacted separately) PRELIMINARY PRINT NOT FOR CONSTRUCTION Copyright © 2025 Fagan Engineers 2-A 2-B 2-C 2-D PDA-1 PDA-3 PDA-1A PDA-1A PDA-2A PDA-2A PDA-2B PDA-2B PDA-2C PDA-2C PDA-2D PDA-2D PDA-3A PDA-3A 2R POS Developed 4P Upper Chambers 5P AquaBox Routing Diagram for The Woods Box 07-07-2026Prepared by Fagan Engineers & Land Surveyors, Printed 7/7/2026HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link Beacon - The Woods - MitigatedThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 2HydroCAD® 10.20-7a s/n 10774 © 2025 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 2.00 2 2 10 YR Type II 24-hr Default 24.00 1 3.43 2 3 100 YR Type II 24-hr Default 24.00 1 5.92 2 4 WQf Type II 24-hr Default 24.00 1 1.07 2 Beacon - The Woods - MitigatedThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 3HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.420 84 1 acre lots, 20% imp, HSG D (PDA-2A) 2.880 80 >75% Grass cover, Good, HSG D (PDA-1A, PDA-2A, PDA-2B, PDA-2C, PDA-2D, PDA-3A) 5.890 98 Paved parking, HSG D (PDA-1A, PDA-2A, PDA-2B, PDA-2C, PDA-2D, PDA-3A) 4.460 77 Woods, Good, HSG D (PDA-1A, PDA-2A, PDA-2C, PDA-3A) 16.650 86 TOTAL AREA Beacon - The Woods - MitigatedThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 4HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 16.650 HSG D PDA-1A, PDA-2A, PDA-2B, PDA-2C, PDA-2D, PDA-3A 0.000 Other 16.650 TOTAL AREA Beacon - The Woods - MitigatedThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 5HydroCAD® 10.20-7a s/n 10774 © 2025 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 0.000 3.420 0.000 3.420 1 acre lots, 20% imp PDA-2A 0.000 0.000 0.000 2.880 0.000 2.880 >75% Grass cover, Good PDA-1A, PDA-2A, PDA-2B, PDA-2C, PDA-2D, PDA-3A 0.000 0.000 0.000 5.890 0.000 5.890 Paved parking PDA-1A, PDA-2A, PDA-2B, PDA-2C, PDA-2D, PDA-3A 0.000 0.000 0.000 4.460 0.000 4.460 Woods, Good PDA-1A, PDA-2A, PDA-2C, PDA-3A 0.000 0.000 0.000 16.650 0.000 16.650 TOTAL AREA Beacon - The Woods - MitigatedThe Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 6HydroCAD® 10.20-7a s/n 10774 © 2025 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 PDA-2A 0.00 0.00 450.0 0.1000 0.013 0.0 21.0 0.0 2 PDA-2B 0.00 0.00 100.0 0.0500 0.013 0.0 18.0 0.0 3 PDA-2C 0.00 0.00 100.0 0.0500 0.013 0.0 18.0 0.0 4 PDA-2D 0.00 0.00 100.0 0.0500 0.013 0.0 18.0 0.0 Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 7HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3.450 ac 35.65% Impervious Runoff Depth=0.80"Subcatchment PDA-1A: PDA-1A Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 Runoff=4.37 cfs 0.229 af Runoff Area=4.940 ac 29.84% Impervious Runoff Depth=0.80"Subcatchment PDA-2A: PDA-2A Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 Runoff=5.04 cfs 0.327 af Runoff Area=0.880 ac 72.73% Impervious Runoff Depth=1.31"Subcatchment PDA-2B: PDA-2B Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 Runoff=1.61 cfs 0.096 af Runoff Area=4.580 ac 51.09% Impervious Runoff Depth=1.03"Subcatchment PDA-2C: PDA-2C Flow Length=400' Tc=12.2 min CN=89 Runoff=6.64 cfs 0.392 af Runoff Area=0.750 ac 65.33% Impervious Runoff Depth=1.24"Subcatchment PDA-2D: PDA-2D Flow Length=250' Tc=9.0 min CN=92 Runoff=1.44 cfs 0.077 af Runoff Area=2.050 ac 19.51% Impervious Runoff Depth=0.60"Subcatchment PDA-3A: PDA-3A Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 Runoff=1.95 cfs 0.103 af Inflow=11.58 cfs 1.225 afReach 2R: POS Developed Outflow=11.58 cfs 1.225 af Peak Elev=756.41' Storage=0.030 af Inflow=1.61 cfs 0.096 afPond 4P: Upper Chambers Outflow=0.47 cfs 0.096 af Peak Elev=729.42' Storage=9,474 cf Inflow=7.97 cfs 0.470 afPond 5P: AquaBox Outflow=0.63 cfs 0.470 af Total Runoff Area = 16.650 ac Runoff Volume = 1.225 af Average Runoff Depth = 0.88"60.52% Pervious = 10.076 ac 39.48% Impervious = 6.574 ac Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 8HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-1A: PDA-1A Runoff = 4.37 cfs @ 12.00 hrs, Volume= 0.229 af, Depth= 0.80" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D1.230 98 Paved parking, HSG D1.960 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 3.450 85 Weighted Average2.220 64.35% Pervious Area1.230 35.65% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.6 750 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.6 1,020 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 9HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-1A: PDA-1A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=3.450 ac Runoff Volume=0.229 af Runoff Depth=0.80" Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 4.37 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 10HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2A: PDA-2A Runoff = 5.04 cfs @ 12.07 hrs, Volume= 0.327 af, Depth= 0.80" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.340 80 >75% Grass cover, Good, HSG D0.790 98 Paved parking, HSG D0.390 77 Woods, Good, HSG D3.420 84 1 acre lots, 20% imp, HSG D 4.940 85 Weighted Average3.466 70.16% Pervious Area1.474 29.84% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.1000 0.12 Sheet Flow, GrassGrass: Bermuda n= 0.410 P2= 2.34"0.7 200 0.1000 5.09 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.4 450 0.1000 20.83 50.11 Pipe Channel, Pipe21.0" Round Area= 2.4 sf Perim= 5.5' r= 0.44'n= 0.013 Corrugated PE, smooth interior 14.6 750 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 11HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2A: PDA-2A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=4.940 ac Runoff Volume=0.327 af Runoff Depth=0.80" Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 5.04 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 12HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2B: PDA-2B Runoff = 1.61 cfs @ 12.04 hrs, Volume= 0.096 af, Depth= 1.31" Routed to Pond 4P : Upper Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.240 80 >75% Grass cover, Good, HSG D0.640 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.880 93 Weighted Average0.240 27.27% Pervious Area0.640 72.73% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.4 100 0.0500 4.54 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.1 300 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 13HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2B: PDA-2B Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=0.880 ac Runoff Volume=0.096 af Runoff Depth=1.31" Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 1.61 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 14HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2C: PDA-2C Runoff = 6.64 cfs @ 12.04 hrs, Volume= 0.392 af, Depth= 1.03" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 1.570 80 >75% Grass cover, Good, HSG D2.340 98 Paved parking, HSG D0.670 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 4.580 89 Weighted Average2.240 48.91% Pervious Area2.340 51.09% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 200 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.2 400 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 15HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2C: PDA-2C Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=4.580 ac Runoff Volume=0.392 af Runoff Depth=1.03" Flow Length=400' Tc=12.2 min CN=89 6.64 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 16HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2D: PDA-2D Runoff = 1.44 cfs @ 12.00 hrs, Volume= 0.077 af, Depth= 1.24" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D0.490 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.750 92 Weighted Average0.260 34.67% Pervious Area0.490 65.33% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.1000 0.19 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.1 50 0.1500 7.86 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 Corrugated PE, smooth interior 9.0 250 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 17HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2D: PDA-2D Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=0.750 ac Runoff Volume=0.077 af Runoff Depth=1.24" Flow Length=250' Tc=9.0 min CN=92 1.44 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 18HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-3A: PDA-3A Runoff = 1.95 cfs @ 12.01 hrs, Volume= 0.103 af, Depth= 0.60" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 1 YR Rainfall=2.00" Area (ac) CN Description 0.210 80 >75% Grass cover, Good, HSG D0.400 98 Paved parking, HSG D1.440 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 2.050 81 Weighted Average1.650 80.49% Pervious Area0.400 19.51% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.3 400 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.3 670 Total Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 19HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-3A: PDA-3A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 1 YR Rainfall=2.00" Runoff Area=2.050 ac Runoff Volume=0.103 af Runoff Depth=0.60" Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 1.95 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 20HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 2R: POS Developed Inflow Area = 16.650 ac, 39.48% Impervious, Inflow Depth = 0.88" for 1 YR eventInflow = 11.58 cfs @ 12.03 hrs, Volume= 1.225 afOutflow = 11.58 cfs @ 12.03 hrs, Volume= 1.225 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 2R: POS Developed InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.650 ac 11.58 cfs 11.58 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 21HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Upper Chambers Inflow Area = 0.880 ac, 72.73% Impervious, Inflow Depth = 1.31" for 1 YR eventInflow = 1.61 cfs @ 12.04 hrs, Volume= 0.096 afOutflow = 0.47 cfs @ 12.26 hrs, Volume= 0.096 af, Atten= 71%, Lag= 13.4 minPrimary = 0.47 cfs @ 12.26 hrs, Volume= 0.096 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 756.41' @ 12.26 hrs Surf.Area= 0.035 ac Storage= 0.030 af Plug-Flow detention time= 34.5 min calculated for 0.096 af (100% of inflow)Center-of-Mass det. time= 34.7 min ( 847.4 - 812.6 ) Volume Invert Avail.Storage Storage Description #1A 755.00' 0.059 af 28.50'W x 53.61'L x 6.75'H Field A0.237 af Overall - 0.090 af Embedded = 0.147 af x 40.0% Voids#2A 755.75' 0.090 af ADS_StormTech MC-7200 +Cap x 21 Inside #1Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cfOverall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap21 Chambers in 3 RowsCap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 0.149 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 755.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 756.57'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.47 cfs @ 12.26 hrs HW=756.41' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.47 cfs @ 5.36 fps)2=Orifice/Grate ( Controls 0.00 cfs) Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 22HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 7 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 51.61' Row Length +12.0" End Stone x 2 = 53.61' Base Length3 Rows x 100.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 28.50' Base Width9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 21 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 3 Rows = 3,930.4 cf Chamber Storage 10,312.9 cf Field - 3,930.4 cf Chambers = 6,382.5 cf Stone x 40.0% Voids = 2,553.0 cf Stone Storage Chamber Storage + Stone Storage = 6,483.4 cf = 0.149 af Overall Storage Efficiency = 62.9% Overall System Size = 53.61' x 28.50' x 6.75' 21 Chambers 382.0 cy Field 236.4 cy Stone Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 23HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.880 ac Peak Elev=756.41' Storage=0.030 af 1.61 cfs 0.47 cfs Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 24HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: AquaBox Inflow Area = 5.330 ac, 53.10% Impervious, Inflow Depth = 1.06" for 1 YR eventInflow = 7.97 cfs @ 12.03 hrs, Volume= 0.470 afOutflow = 0.63 cfs @ 12.89 hrs, Volume= 0.470 af, Atten= 92%, Lag= 51.3 minPrimary = 0.63 cfs @ 12.89 hrs, Volume= 0.470 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 729.42' @ 12.89 hrs Storage= 9,474 cf Plug-Flow detention time= 161.7 min calculated for 0.469 af (100% of inflow)Center-of-Mass det. time= 161.7 min ( 992.5 - 830.9 ) Volume Invert Avail.Storage Storage Description #1 727.00' 41,697 cf Custom Stage Data Listed below Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 25HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Elevation Cum.Store(feet) (cubic-feet) 727.00 0727.33 187727.42 374727.50 561727.58 748727.67 935727.75 1,122727.83 1,539727.92 1,957728.00 2,374728.08 2,792728.17 3,209728.25 3,627728.33 4,044728.42 4,462728.50 4,879728.58 5,297728.67 5,714728.75 6,132728.83 6,550728.92 6,967729.00 7,385729.08 7,802729.17 8,220729.25 8,637729.33 9,055729.42 9,472729.50 9,890729.58 10,307729.67 10,724729.75 11,142729.83 11,559729.92 11,977730.00 12,394730.08 12,812730.17 13,229730.25 13,647730.33 14,064730.42 14,482730.50 14,899730.58 15,317730.67 15,734730.75 16,152730.83 16,570730.92 16,987731.00 17,405731.08 17,822731.17 18,240731.25 18,657731.33 19,075 Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 26HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 731.42 19,492731.50 19,910731.58 20,327731.67 20,745731.75 21,162731.83 21,580731.92 21,997732.00 22,415732.08 22,832732.17 23,250732.25 23,667732.33 24,085732.42 24,502732.50 24,920732.58 25,337732.67 25,755732.75 26,172732.83 26,590732.92 27,008733.00 27,424733.08 27,843733.17 28,260733.25 28,678733.33 29,095733.42 29,513733.50 29,930733.58 30,348733.67 30,765733.75 31,183733.83 31,600733.92 32,018734.00 32,435734.08 32,853734.17 33,270734.25 33,688734.33 34,105734.42 34,523734.50 34,940734.58 35,358734.67 35,775734.75 36,193734.83 36,610734.92 37,028735.00 37,446735.08 37,863735.17 38,281735.25 38,698735.33 39,116735.42 39,533735.50 39,951735.58 40,368735.67 40,668 Beacon - The Woods - Mitigated Type II 24-hr 1 YR Rainfall=2.00"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 27HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 735.75 40,855735.83 41,042735.92 41,229736.00 41,416736.08 41,603736.13 41,697 Device Routing Invert Outlet Devices #1 Primary 727.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 729.75'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 732.50'1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.63 cfs @ 12.89 hrs HW=729.42' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.63 cfs @ 7.23 fps)2=Orifice/Grate ( Controls 0.00 cfs)3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: AquaBox InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=5.330 ac Peak Elev=729.42' Storage=9,474 cf 7.97 cfs 0.63 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 28HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3.450 ac 35.65% Impervious Runoff Depth=1.96"Subcatchment PDA-1A: PDA-1A Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 Runoff=10.73 cfs 0.562 af Runoff Area=4.940 ac 29.84% Impervious Runoff Depth=1.96"Subcatchment PDA-2A: PDA-2A Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 Runoff=12.56 cfs 0.805 af Runoff Area=0.880 ac 72.73% Impervious Runoff Depth=2.67"Subcatchment PDA-2B: PDA-2B Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 Runoff=3.16 cfs 0.196 af Runoff Area=4.580 ac 51.09% Impervious Runoff Depth=2.29"Subcatchment PDA-2C: PDA-2C Flow Length=400' Tc=12.2 min CN=89 Runoff=14.54 cfs 0.875 af Runoff Area=0.750 ac 65.33% Impervious Runoff Depth=2.57"Subcatchment PDA-2D: PDA-2D Flow Length=250' Tc=9.0 min CN=92 Runoff=2.90 cfs 0.161 af Runoff Area=2.050 ac 19.51% Impervious Runoff Depth=1.65"Subcatchment PDA-3A: PDA-3A Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 Runoff=5.49 cfs 0.282 af Inflow=28.97 cfs 2.881 afReach 2R: POS Developed Outflow=28.97 cfs 2.881 af Peak Elev=757.46' Storage=0.060 af Inflow=3.16 cfs 0.196 afPond 4P: Upper Chambers Outflow=1.18 cfs 0.196 af Peak Elev=731.51' Storage=19,963 cf Inflow=17.23 cfs 1.036 afPond 5P: AquaBox Outflow=2.88 cfs 1.036 af Total Runoff Area = 16.650 ac Runoff Volume = 2.881 af Average Runoff Depth = 2.08"60.52% Pervious = 10.076 ac 39.48% Impervious = 6.574 ac Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 29HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-1A: PDA-1A Runoff = 10.73 cfs @ 12.00 hrs, Volume= 0.562 af, Depth= 1.96" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D1.230 98 Paved parking, HSG D1.960 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 3.450 85 Weighted Average2.220 64.35% Pervious Area1.230 35.65% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.6 750 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.6 1,020 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 30HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-1A: PDA-1A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=3.450 ac Runoff Volume=0.562 af Runoff Depth=1.96" Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 10.73 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 31HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2A: PDA-2A Runoff = 12.56 cfs @ 12.07 hrs, Volume= 0.805 af, Depth= 1.96" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.340 80 >75% Grass cover, Good, HSG D0.790 98 Paved parking, HSG D0.390 77 Woods, Good, HSG D3.420 84 1 acre lots, 20% imp, HSG D 4.940 85 Weighted Average3.466 70.16% Pervious Area1.474 29.84% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.1000 0.12 Sheet Flow, GrassGrass: Bermuda n= 0.410 P2= 2.34"0.7 200 0.1000 5.09 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.4 450 0.1000 20.83 50.11 Pipe Channel, Pipe21.0" Round Area= 2.4 sf Perim= 5.5' r= 0.44'n= 0.013 Corrugated PE, smooth interior 14.6 750 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 32HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2A: PDA-2A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=4.940 ac Runoff Volume=0.805 af Runoff Depth=1.96" Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 12.56 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 33HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2B: PDA-2B Runoff = 3.16 cfs @ 12.03 hrs, Volume= 0.196 af, Depth= 2.67" Routed to Pond 4P : Upper Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.240 80 >75% Grass cover, Good, HSG D0.640 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.880 93 Weighted Average0.240 27.27% Pervious Area0.640 72.73% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.4 100 0.0500 4.54 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.1 300 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 34HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2B: PDA-2B Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=0.880 ac Runoff Volume=0.196 af Runoff Depth=2.67" Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 3.16 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 35HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2C: PDA-2C Runoff = 14.54 cfs @ 12.04 hrs, Volume= 0.875 af, Depth= 2.29" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 1.570 80 >75% Grass cover, Good, HSG D2.340 98 Paved parking, HSG D0.670 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 4.580 89 Weighted Average2.240 48.91% Pervious Area2.340 51.09% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 200 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.2 400 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 36HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2C: PDA-2C Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=4.580 ac Runoff Volume=0.875 af Runoff Depth=2.29" Flow Length=400' Tc=12.2 min CN=89 14.54 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 37HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2D: PDA-2D Runoff = 2.90 cfs @ 12.00 hrs, Volume= 0.161 af, Depth= 2.57" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D0.490 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.750 92 Weighted Average0.260 34.67% Pervious Area0.490 65.33% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.1000 0.19 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.1 50 0.1500 7.86 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 Corrugated PE, smooth interior 9.0 250 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 38HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2D: PDA-2D Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=0.750 ac Runoff Volume=0.161 af Runoff Depth=2.57" Flow Length=250' Tc=9.0 min CN=92 2.90 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 39HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-3A: PDA-3A Runoff = 5.49 cfs @ 12.00 hrs, Volume= 0.282 af, Depth= 1.65" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 10 YR Rainfall=3.43" Area (ac) CN Description 0.210 80 >75% Grass cover, Good, HSG D0.400 98 Paved parking, HSG D1.440 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 2.050 81 Weighted Average1.650 80.49% Pervious Area0.400 19.51% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.3 400 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.3 670 Total Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 40HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-3A: PDA-3A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.43" Runoff Area=2.050 ac Runoff Volume=0.282 af Runoff Depth=1.65" Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 5.49 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 41HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 2R: POS Developed Inflow Area = 16.650 ac, 39.48% Impervious, Inflow Depth = 2.08" for 10 YR eventInflow = 28.97 cfs @ 12.03 hrs, Volume= 2.881 afOutflow = 28.97 cfs @ 12.03 hrs, Volume= 2.881 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 2R: POS Developed InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.650 ac 28.97 cfs 28.97 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 42HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Upper Chambers Inflow Area = 0.880 ac, 72.73% Impervious, Inflow Depth = 2.67" for 10 YR eventInflow = 3.16 cfs @ 12.03 hrs, Volume= 0.196 afOutflow = 1.18 cfs @ 12.22 hrs, Volume= 0.196 af, Atten= 63%, Lag= 10.9 minPrimary = 1.18 cfs @ 12.22 hrs, Volume= 0.196 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 757.46' @ 12.22 hrs Surf.Area= 0.035 ac Storage= 0.060 af Plug-Flow detention time= 34.3 min calculated for 0.195 af (100% of inflow)Center-of-Mass det. time= 34.5 min ( 827.2 - 792.7 ) Volume Invert Avail.Storage Storage Description #1A 755.00' 0.059 af 28.50'W x 53.61'L x 6.75'H Field A0.237 af Overall - 0.090 af Embedded = 0.147 af x 40.0% Voids#2A 755.75' 0.090 af ADS_StormTech MC-7200 +Cap x 21 Inside #1Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cfOverall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap21 Chambers in 3 RowsCap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 0.149 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 755.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 756.57'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.18 cfs @ 12.22 hrs HW=757.46' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.64 cfs @ 7.29 fps)2=Orifice/Grate (Orifice Controls 0.54 cfs @ 3.96 fps) Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 43HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 7 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 51.61' Row Length +12.0" End Stone x 2 = 53.61' Base Length3 Rows x 100.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 28.50' Base Width9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 21 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 3 Rows = 3,930.4 cf Chamber Storage 10,312.9 cf Field - 3,930.4 cf Chambers = 6,382.5 cf Stone x 40.0% Voids = 2,553.0 cf Stone Storage Chamber Storage + Stone Storage = 6,483.4 cf = 0.149 af Overall Storage Efficiency = 62.9% Overall System Size = 53.61' x 28.50' x 6.75' 21 Chambers 382.0 cy Field 236.4 cy Stone Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 44HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.880 ac Peak Elev=757.46' Storage=0.060 af 3.16 cfs 1.18 cfs Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 45HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: AquaBox Inflow Area = 5.330 ac, 53.10% Impervious, Inflow Depth = 2.33" for 10 YR eventInflow = 17.23 cfs @ 12.03 hrs, Volume= 1.036 afOutflow = 2.88 cfs @ 12.39 hrs, Volume= 1.036 af, Atten= 83%, Lag= 21.3 minPrimary = 2.88 cfs @ 12.39 hrs, Volume= 1.036 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 731.51' @ 12.39 hrs Storage= 19,963 cf Plug-Flow detention time= 159.8 min calculated for 1.035 af (100% of inflow)Center-of-Mass det. time= 159.9 min ( 968.4 - 808.5 ) Volume Invert Avail.Storage Storage Description #1 727.00' 41,697 cf Custom Stage Data Listed below Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 46HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Elevation Cum.Store(feet) (cubic-feet) 727.00 0727.33 187727.42 374727.50 561727.58 748727.67 935727.75 1,122727.83 1,539727.92 1,957728.00 2,374728.08 2,792728.17 3,209728.25 3,627728.33 4,044728.42 4,462728.50 4,879728.58 5,297728.67 5,714728.75 6,132728.83 6,550728.92 6,967729.00 7,385729.08 7,802729.17 8,220729.25 8,637729.33 9,055729.42 9,472729.50 9,890729.58 10,307729.67 10,724729.75 11,142729.83 11,559729.92 11,977730.00 12,394730.08 12,812730.17 13,229730.25 13,647730.33 14,064730.42 14,482730.50 14,899730.58 15,317730.67 15,734730.75 16,152730.83 16,570730.92 16,987731.00 17,405731.08 17,822731.17 18,240731.25 18,657731.33 19,075 Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 47HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 731.42 19,492731.50 19,910731.58 20,327731.67 20,745731.75 21,162731.83 21,580731.92 21,997732.00 22,415732.08 22,832732.17 23,250732.25 23,667732.33 24,085732.42 24,502732.50 24,920732.58 25,337732.67 25,755732.75 26,172732.83 26,590732.92 27,008733.00 27,424733.08 27,843733.17 28,260733.25 28,678733.33 29,095733.42 29,513733.50 29,930733.58 30,348733.67 30,765733.75 31,183733.83 31,600733.92 32,018734.00 32,435734.08 32,853734.17 33,270734.25 33,688734.33 34,105734.42 34,523734.50 34,940734.58 35,358734.67 35,775734.75 36,193734.83 36,610734.92 37,028735.00 37,446735.08 37,863735.17 38,281735.25 38,698735.33 39,116735.42 39,533735.50 39,951735.58 40,368735.67 40,668 Beacon - The Woods - Mitigated Type II 24-hr 10 YR Rainfall=3.43"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 48HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 735.75 40,855735.83 41,042735.92 41,229736.00 41,416736.08 41,603736.13 41,697 Device Routing Invert Outlet Devices #1 Primary 727.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 729.75'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 732.50'1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.88 cfs @ 12.39 hrs HW=731.51' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.88 cfs @ 10.03 fps)2=Orifice/Grate (Orifice Controls 2.01 cfs @ 5.75 fps)3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: AquaBox InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.330 ac Peak Elev=731.51' Storage=19,963 cf 17.23 cfs 2.88 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 49HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3.450 ac 35.65% Impervious Runoff Depth=4.23"Subcatchment PDA-1A: PDA-1A Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 Runoff=22.49 cfs 1.215 af Runoff Area=4.940 ac 29.84% Impervious Runoff Depth=4.23"Subcatchment PDA-2A: PDA-2A Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 Runoff=26.56 cfs 1.740 af Runoff Area=0.880 ac 72.73% Impervious Runoff Depth=5.10"Subcatchment PDA-2B: PDA-2B Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 Runoff=5.82 cfs 0.374 af Runoff Area=4.580 ac 51.09% Impervious Runoff Depth=4.66"Subcatchment PDA-2C: PDA-2C Flow Length=400' Tc=12.2 min CN=89 Runoff=28.53 cfs 1.778 af Runoff Area=0.750 ac 65.33% Impervious Runoff Depth=4.99"Subcatchment PDA-2D: PDA-2D Flow Length=250' Tc=9.0 min CN=92 Runoff=5.40 cfs 0.312 af Runoff Area=2.050 ac 19.51% Impervious Runoff Depth=3.81"Subcatchment PDA-3A: PDA-3A Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 Runoff=12.40 cfs 0.651 af Inflow=64.92 cfs 6.070 afReach 2R: POS Developed Outflow=64.92 cfs 6.070 af Peak Elev=759.66' Storage=0.115 af Inflow=5.82 cfs 0.374 afPond 4P: Upper Chambers Outflow=2.00 cfs 0.374 af Peak Elev=734.96' Storage=37,256 cf Inflow=33.56 cfs 2.090 afPond 5P: AquaBox Outflow=11.31 cfs 2.090 af Total Runoff Area = 16.650 ac Runoff Volume = 6.070 af Average Runoff Depth = 4.38"60.52% Pervious = 10.076 ac 39.48% Impervious = 6.574 ac Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 50HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-1A: PDA-1A Runoff = 22.49 cfs @ 12.00 hrs, Volume= 1.215 af, Depth= 4.23" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D1.230 98 Paved parking, HSG D1.960 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 3.450 85 Weighted Average2.220 64.35% Pervious Area1.230 35.65% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.6 750 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.6 1,020 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 51HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-1A: PDA-1A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 25 24 2322 21201918 1716 151413 1211109 87 65 4321 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=3.450 ac Runoff Volume=1.215 af Runoff Depth=4.23" Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 22.49 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 52HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2A: PDA-2A Runoff = 26.56 cfs @ 12.06 hrs, Volume= 1.740 af, Depth= 4.23" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.340 80 >75% Grass cover, Good, HSG D0.790 98 Paved parking, HSG D0.390 77 Woods, Good, HSG D3.420 84 1 acre lots, 20% imp, HSG D 4.940 85 Weighted Average3.466 70.16% Pervious Area1.474 29.84% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.1000 0.12 Sheet Flow, GrassGrass: Bermuda n= 0.410 P2= 2.34"0.7 200 0.1000 5.09 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.4 450 0.1000 20.83 50.11 Pipe Channel, Pipe21.0" Round Area= 2.4 sf Perim= 5.5' r= 0.44'n= 0.013 Corrugated PE, smooth interior 14.6 750 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 53HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2A: PDA-2A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=4.940 ac Runoff Volume=1.740 af Runoff Depth=4.23" Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 26.56 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 54HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2B: PDA-2B Runoff = 5.82 cfs @ 12.03 hrs, Volume= 0.374 af, Depth= 5.10" Routed to Pond 4P : Upper Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.240 80 >75% Grass cover, Good, HSG D0.640 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.880 93 Weighted Average0.240 27.27% Pervious Area0.640 72.73% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.4 100 0.0500 4.54 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.1 300 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 55HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2B: PDA-2B Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=0.880 ac Runoff Volume=0.374 af Runoff Depth=5.10" Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 5.82 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 56HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2C: PDA-2C Runoff = 28.53 cfs @ 12.03 hrs, Volume= 1.778 af, Depth= 4.66" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 1.570 80 >75% Grass cover, Good, HSG D2.340 98 Paved parking, HSG D0.670 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 4.580 89 Weighted Average2.240 48.91% Pervious Area2.340 51.09% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 200 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.2 400 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 57HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2C: PDA-2C Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=4.580 ac Runoff Volume=1.778 af Runoff Depth=4.66" Flow Length=400' Tc=12.2 min CN=89 28.53 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 58HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2D: PDA-2D Runoff = 5.40 cfs @ 12.00 hrs, Volume= 0.312 af, Depth= 4.99" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D0.490 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.750 92 Weighted Average0.260 34.67% Pervious Area0.490 65.33% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.1000 0.19 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.1 50 0.1500 7.86 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 Corrugated PE, smooth interior 9.0 250 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 59HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2D: PDA-2D Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=0.750 ac Runoff Volume=0.312 af Runoff Depth=4.99" Flow Length=250' Tc=9.0 min CN=92 5.40 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 60HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-3A: PDA-3A Runoff = 12.40 cfs @ 11.99 hrs, Volume= 0.651 af, Depth= 3.81" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr 100 YR Rainfall=5.92" Area (ac) CN Description 0.210 80 >75% Grass cover, Good, HSG D0.400 98 Paved parking, HSG D1.440 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 2.050 81 Weighted Average1.650 80.49% Pervious Area0.400 19.51% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.3 400 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.3 670 Total Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 61HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-3A: PDA-3A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=5.92" Runoff Area=2.050 ac Runoff Volume=0.651 af Runoff Depth=3.81" Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 12.40 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 62HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 2R: POS Developed Inflow Area = 16.650 ac, 39.48% Impervious, Inflow Depth = 4.38" for 100 YR eventInflow = 64.92 cfs @ 12.03 hrs, Volume= 6.070 afOutflow = 64.92 cfs @ 12.03 hrs, Volume= 6.070 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 2R: POS Developed InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.650 ac 64.92 cfs 64.92 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 63HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Upper Chambers Inflow Area = 0.880 ac, 72.73% Impervious, Inflow Depth = 5.10" for 100 YR eventInflow = 5.82 cfs @ 12.03 hrs, Volume= 0.374 afOutflow = 2.00 cfs @ 12.22 hrs, Volume= 0.374 af, Atten= 66%, Lag= 11.5 minPrimary = 2.00 cfs @ 12.22 hrs, Volume= 0.374 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 759.66' @ 12.22 hrs Surf.Area= 0.035 ac Storage= 0.115 af Plug-Flow detention time= 34.0 min calculated for 0.374 af (100% of inflow)Center-of-Mass det. time= 34.1 min ( 809.6 - 775.5 ) Volume Invert Avail.Storage Storage Description #1A 755.00' 0.059 af 28.50'W x 53.61'L x 6.75'H Field A0.237 af Overall - 0.090 af Embedded = 0.147 af x 40.0% Voids#2A 755.75' 0.090 af ADS_StormTech MC-7200 +Cap x 21 Inside #1Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cfOverall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap21 Chambers in 3 RowsCap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 0.149 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 755.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 756.57'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.00 cfs @ 12.22 hrs HW=759.64' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.89 cfs @ 10.18 fps)2=Orifice/Grate (Orifice Controls 1.11 cfs @ 8.14 fps) Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 64HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 7 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 51.61' Row Length +12.0" End Stone x 2 = 53.61' Base Length3 Rows x 100.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 28.50' Base Width9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 21 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 3 Rows = 3,930.4 cf Chamber Storage 10,312.9 cf Field - 3,930.4 cf Chambers = 6,382.5 cf Stone x 40.0% Voids = 2,553.0 cf Stone Storage Chamber Storage + Stone Storage = 6,483.4 cf = 0.149 af Overall Storage Efficiency = 62.9% Overall System Size = 53.61' x 28.50' x 6.75' 21 Chambers 382.0 cy Field 236.4 cy Stone Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 65HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=0.880 ac Peak Elev=759.66' Storage=0.115 af 5.82 cfs 2.00 cfs Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 66HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: AquaBox Inflow Area = 5.330 ac, 53.10% Impervious, Inflow Depth = 4.70" for 100 YR eventInflow = 33.56 cfs @ 12.03 hrs, Volume= 2.090 afOutflow = 11.31 cfs @ 12.22 hrs, Volume= 2.090 af, Atten= 66%, Lag= 11.7 minPrimary = 11.31 cfs @ 12.22 hrs, Volume= 2.090 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 734.96' @ 12.22 hrs Storage= 37,256 cf Plug-Flow detention time= 129.6 min calculated for 2.088 af (100% of inflow)Center-of-Mass det. time= 129.8 min ( 918.8 - 789.0 ) Volume Invert Avail.Storage Storage Description #1 727.00' 41,697 cf Custom Stage Data Listed below Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 67HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Elevation Cum.Store(feet) (cubic-feet) 727.00 0727.33 187727.42 374727.50 561727.58 748727.67 935727.75 1,122727.83 1,539727.92 1,957728.00 2,374728.08 2,792728.17 3,209728.25 3,627728.33 4,044728.42 4,462728.50 4,879728.58 5,297728.67 5,714728.75 6,132728.83 6,550728.92 6,967729.00 7,385729.08 7,802729.17 8,220729.25 8,637729.33 9,055729.42 9,472729.50 9,890729.58 10,307729.67 10,724729.75 11,142729.83 11,559729.92 11,977730.00 12,394730.08 12,812730.17 13,229730.25 13,647730.33 14,064730.42 14,482730.50 14,899730.58 15,317730.67 15,734730.75 16,152730.83 16,570730.92 16,987731.00 17,405731.08 17,822731.17 18,240731.25 18,657731.33 19,075 Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 68HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 731.42 19,492731.50 19,910731.58 20,327731.67 20,745731.75 21,162731.83 21,580731.92 21,997732.00 22,415732.08 22,832732.17 23,250732.25 23,667732.33 24,085732.42 24,502732.50 24,920732.58 25,337732.67 25,755732.75 26,172732.83 26,590732.92 27,008733.00 27,424733.08 27,843733.17 28,260733.25 28,678733.33 29,095733.42 29,513733.50 29,930733.58 30,348733.67 30,765733.75 31,183733.83 31,600733.92 32,018734.00 32,435734.08 32,853734.17 33,270734.25 33,688734.33 34,105734.42 34,523734.50 34,940734.58 35,358734.67 35,775734.75 36,193734.83 36,610734.92 37,028735.00 37,446735.08 37,863735.17 38,281735.25 38,698735.33 39,116735.42 39,533735.50 39,951735.58 40,368735.67 40,668 Beacon - The Woods - Mitigated Type II 24-hr 100 YR Rainfall=5.92"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 69HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 735.75 40,855735.83 41,042735.92 41,229736.00 41,416736.08 41,603736.13 41,697 Device Routing Invert Outlet Devices #1 Primary 727.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 729.75'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 732.50'1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=11.26 cfs @ 12.22 hrs HW=734.94' (Free Discharge)1=Orifice/Grate (Orifice Controls 1.17 cfs @ 13.43 fps)2=Orifice/Grate (Orifice Controls 3.70 cfs @ 10.61 fps)3=Sharp-Crested Rectangular Weir (Weir Controls 6.38 cfs @ 5.11 fps) Pond 5P: AquaBox InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.330 ac Peak Elev=734.96' Storage=37,256 cf 33.56 cfs 11.31 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 70HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 pointsRunoff by SCS TR-20 method, UH=SCS, Weighted-CNReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3.450 ac 35.65% Impervious Runoff Depth=0.21"Subcatchment PDA-1A: PDA-1A Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 Runoff=1.00 cfs 0.060 af Runoff Area=4.940 ac 29.84% Impervious Runoff Depth=0.21"Subcatchment PDA-2A: PDA-2A Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 Runoff=1.11 cfs 0.085 af Runoff Area=0.880 ac 72.73% Impervious Runoff Depth=0.51"Subcatchment PDA-2B: PDA-2B Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 Runoff=0.63 cfs 0.037 af Runoff Area=4.580 ac 51.09% Impervious Runoff Depth=0.33"Subcatchment PDA-2C: PDA-2C Flow Length=400' Tc=12.2 min CN=89 Runoff=2.04 cfs 0.126 af Runoff Area=0.750 ac 65.33% Impervious Runoff Depth=0.45"Subcatchment PDA-2D: PDA-2D Flow Length=250' Tc=9.0 min CN=92 Runoff=0.54 cfs 0.028 af Runoff Area=2.050 ac 19.51% Impervious Runoff Depth=0.12"Subcatchment PDA-3A: PDA-3A Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 Runoff=0.27 cfs 0.021 af Inflow=2.79 cfs 0.357 afReach 2R: POS Developed Outflow=2.79 cfs 0.357 af Peak Elev=755.67' Storage=0.009 af Inflow=0.63 cfs 0.037 afPond 4P: Upper Chambers Outflow=0.30 cfs 0.037 af Peak Elev=727.99' Storage=2,320 cf Inflow=2.53 cfs 0.154 afPond 5P: AquaBox Outflow=0.38 cfs 0.154 af Total Runoff Area = 16.650 ac Runoff Volume = 0.357 af Average Runoff Depth = 0.26"60.52% Pervious = 10.076 ac 39.48% Impervious = 6.574 ac Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 71HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-1A: PDA-1A Runoff = 1.00 cfs @ 12.02 hrs, Volume= 0.060 af, Depth= 0.21" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D1.230 98 Paved parking, HSG D1.960 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 3.450 85 Weighted Average2.220 64.35% Pervious Area1.230 35.65% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.6 750 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.6 1,020 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 72HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-1A: PDA-1A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=3.450 ac Runoff Volume=0.060 af Runoff Depth=0.21" Flow Length=1,020' Slope=0.1500 '/' Tc=8.6 min CN=85 1.00 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 73HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2A: PDA-2A Runoff = 1.11 cfs @ 12.09 hrs, Volume= 0.085 af, Depth= 0.21" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.340 80 >75% Grass cover, Good, HSG D0.790 98 Paved parking, HSG D0.390 77 Woods, Good, HSG D3.420 84 1 acre lots, 20% imp, HSG D 4.940 85 Weighted Average3.466 70.16% Pervious Area1.474 29.84% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 100 0.1000 0.12 Sheet Flow, GrassGrass: Bermuda n= 0.410 P2= 2.34"0.7 200 0.1000 5.09 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.4 450 0.1000 20.83 50.11 Pipe Channel, Pipe21.0" Round Area= 2.4 sf Perim= 5.5' r= 0.44'n= 0.013 Corrugated PE, smooth interior 14.6 750 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 74HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2A: PDA-2A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=4.940 ac Runoff Volume=0.085 af Runoff Depth=0.21" Flow Length=750' Slope=0.1000 '/' Tc=14.6 min CN=85 1.11 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 75HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2B: PDA-2B Runoff = 0.63 cfs @ 12.04 hrs, Volume= 0.037 af, Depth= 0.51" Routed to Pond 4P : Upper Chambers Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.240 80 >75% Grass cover, Good, HSG D0.640 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.880 93 Weighted Average0.240 27.27% Pervious Area0.640 72.73% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.4 100 0.0500 4.54 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.1 300 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 76HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2B: PDA-2B Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=0.880 ac Runoff Volume=0.037 af Runoff Depth=0.51" Flow Length=300' Slope=0.0500 '/' Tc=12.1 min CN=93 0.63 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 77HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2C: PDA-2C Runoff = 2.04 cfs @ 12.05 hrs, Volume= 0.126 af, Depth= 0.33" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 1.570 80 >75% Grass cover, Good, HSG D2.340 98 Paved parking, HSG D0.670 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 4.580 89 Weighted Average2.240 48.91% Pervious Area2.340 51.09% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 100 0.0500 0.14 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 200 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 12.2 400 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 78HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2C: PDA-2C Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=4.580 ac Runoff Volume=0.126 af Runoff Depth=0.33" Flow Length=400' Tc=12.2 min CN=89 2.04 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 79HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-2D: PDA-2D Runoff = 0.54 cfs @ 12.01 hrs, Volume= 0.028 af, Depth= 0.45" Routed to Pond 5P : AquaBox Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.260 80 >75% Grass cover, Good, HSG D0.490 98 Paved parking, HSG D0.000 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 0.750 92 Weighted Average0.260 34.67% Pervious Area0.490 65.33% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 100 0.1000 0.19 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.1 50 0.1500 7.86 Shallow Concentrated Flow, PavedPaved Kv= 20.3 fps0.1 100 0.0500 13.29 23.49 Pipe Channel, Pipe18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'n= 0.013 Corrugated PE, smooth interior 9.0 250 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 80HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-2D: PDA-2D Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=0.750 ac Runoff Volume=0.028 af Runoff Depth=0.45" Flow Length=250' Tc=9.0 min CN=92 0.54 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 81HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment PDA-3A: PDA-3A Runoff = 0.27 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 0.12" Routed to Reach 2R : POS Developed Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsType II 24-hr WQf Rainfall=1.07" Area (ac) CN Description 0.210 80 >75% Grass cover, Good, HSG D0.400 98 Paved parking, HSG D1.440 77 Woods, Good, HSG D0.000 84 1 acre lots, 20% imp, HSG D 2.050 81 Weighted Average1.650 80.49% Pervious Area0.400 19.51% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.1500 0.22 Sheet Flow, GrassGrass: Dense n= 0.240 P2= 2.34"0.5 170 0.1500 6.24 Shallow Concentrated Flow, GrassUnpaved Kv= 16.1 fps0.3 400 0.1500 19.53 117.19 Channel Flow, SwaleArea= 6.0 sf Perim= 9.3' r= 0.65'n= 0.022 Earth, clean & straight 8.3 670 Total Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 82HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Subcatchment PDA-3A: PDA-3A Runoff Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQf Rainfall=1.07" Runoff Area=2.050 ac Runoff Volume=0.021 af Runoff Depth=0.12" Flow Length=670' Slope=0.1500 '/' Tc=8.3 min CN=81 0.27 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 83HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Reach 2R: POS Developed Inflow Area = 16.650 ac, 39.48% Impervious, Inflow Depth = 0.26" for WQf eventInflow = 2.79 cfs @ 12.06 hrs, Volume= 0.357 afOutflow = 2.79 cfs @ 12.06 hrs, Volume= 0.357 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach 2R: POS Developed InflowOutflow Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=16.650 ac 2.79 cfs 2.79 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 84HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 4P: Upper Chambers Inflow Area = 0.880 ac, 72.73% Impervious, Inflow Depth = 0.51" for WQf eventInflow = 0.63 cfs @ 12.04 hrs, Volume= 0.037 afOutflow = 0.30 cfs @ 12.19 hrs, Volume= 0.037 af, Atten= 53%, Lag= 9.1 minPrimary = 0.30 cfs @ 12.19 hrs, Volume= 0.037 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 755.67' @ 12.19 hrs Surf.Area= 0.035 ac Storage= 0.009 af Plug-Flow detention time= 34.4 min calculated for 0.037 af (100% of inflow)Center-of-Mass det. time= 33.8 min ( 873.8 - 839.9 ) Volume Invert Avail.Storage Storage Description #1A 755.00' 0.059 af 28.50'W x 53.61'L x 6.75'H Field A0.237 af Overall - 0.090 af Embedded = 0.147 af x 40.0% Voids#2A 755.75' 0.090 af ADS_StormTech MC-7200 +Cap x 21 Inside #1Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cfOverall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap21 Chambers in 3 RowsCap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 0.149 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 755.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 756.57'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.30 cfs @ 12.19 hrs HW=755.66' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.30 cfs @ 3.39 fps)2=Orifice/Grate ( Controls 0.00 cfs) Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 85HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-7200 +Cap (ADS StormTech® MC-7200 with cap volume) Effective Size= 91.2"W x 60.0"H => 26.68 sf x 6.59'L = 175.9 cf Overall Size= 100.0"W x 60.0"H x 6.95'L with 0.36' Overlap Cap Storage= 39.5 cf x 2 x 3 rows = 237.0 cf 100.0" Wide + 9.0" Spacing = 109.0" C-C Row Spacing 7 Chambers/Row x 6.59' Long +2.73' Cap Length x 2 = 51.61' Row Length +12.0" End Stone x 2 = 53.61' Base Length3 Rows x 100.0" Wide + 9.0" Spacing x 2 + 12.0" Side Stone x 2 = 28.50' Base Width9.0" Stone Base + 60.0" Chamber Height + 12.0" Stone Cover = 6.75' Field Height 21 Chambers x 175.9 cf + 39.5 cf Cap Volume x 2 x 3 Rows = 3,930.4 cf Chamber Storage 10,312.9 cf Field - 3,930.4 cf Chambers = 6,382.5 cf Stone x 40.0% Voids = 2,553.0 cf Stone Storage Chamber Storage + Stone Storage = 6,483.4 cf = 0.149 af Overall Storage Efficiency = 62.9% Overall System Size = 53.61' x 28.50' x 6.75' 21 Chambers 382.0 cy Field 236.4 cy Stone Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 86HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Pond 4P: Upper Chambers InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.880 ac Peak Elev=755.67' Storage=0.009 af 0.63 cfs 0.30 cfs Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 87HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Summary for Pond 5P: AquaBox Inflow Area = 5.330 ac, 53.10% Impervious, Inflow Depth = 0.35" for WQf eventInflow = 2.53 cfs @ 12.04 hrs, Volume= 0.154 afOutflow = 0.38 cfs @ 12.52 hrs, Volume= 0.154 af, Atten= 85%, Lag= 28.7 minPrimary = 0.38 cfs @ 12.52 hrs, Volume= 0.154 af Routed to Reach 2R : POS Developed Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrsPeak Elev= 727.99' @ 12.52 hrs Storage= 2,320 cf Plug-Flow detention time= 58.0 min calculated for 0.154 af (100% of inflow)Center-of-Mass det. time= 58.1 min ( 921.5 - 863.4 ) Volume Invert Avail.Storage Storage Description #1 727.00' 41,697 cf Custom Stage Data Listed below Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 88HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC Elevation Cum.Store(feet) (cubic-feet) 727.00 0727.33 187727.42 374727.50 561727.58 748727.67 935727.75 1,122727.83 1,539727.92 1,957728.00 2,374728.08 2,792728.17 3,209728.25 3,627728.33 4,044728.42 4,462728.50 4,879728.58 5,297728.67 5,714728.75 6,132728.83 6,550728.92 6,967729.00 7,385729.08 7,802729.17 8,220729.25 8,637729.33 9,055729.42 9,472729.50 9,890729.58 10,307729.67 10,724729.75 11,142729.83 11,559729.92 11,977730.00 12,394730.08 12,812730.17 13,229730.25 13,647730.33 14,064730.42 14,482730.50 14,899730.58 15,317730.67 15,734730.75 16,152730.83 16,570730.92 16,987731.00 17,405731.08 17,822731.17 18,240731.25 18,657731.33 19,075 Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 89HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 731.42 19,492731.50 19,910731.58 20,327731.67 20,745731.75 21,162731.83 21,580731.92 21,997732.00 22,415732.08 22,832732.17 23,250732.25 23,667732.33 24,085732.42 24,502732.50 24,920732.58 25,337732.67 25,755732.75 26,172732.83 26,590732.92 27,008733.00 27,424733.08 27,843733.17 28,260733.25 28,678733.33 29,095733.42 29,513733.50 29,930733.58 30,348733.67 30,765733.75 31,183733.83 31,600733.92 32,018734.00 32,435734.08 32,853734.17 33,270734.25 33,688734.33 34,105734.42 34,523734.50 34,940734.58 35,358734.67 35,775734.75 36,193734.83 36,610734.92 37,028735.00 37,446735.08 37,863735.17 38,281735.25 38,698735.33 39,116735.42 39,533735.50 39,951735.58 40,368735.67 40,668 Beacon - The Woods - Mitigated Type II 24-hr WQf Rainfall=1.07"The Woods Box 07-07-2026 Printed 7/7/2026Prepared by Fagan Engineers & Land Surveyors Page 90HydroCAD® 10.20-7a s/n 10774 © 2025 HydroCAD Software Solutions LLC 735.75 40,855735.83 41,042735.92 41,229736.00 41,416736.08 41,603736.13 41,697 Device Routing Invert Outlet Devices #1 Primary 727.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 729.75'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 732.50'1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.38 cfs @ 12.52 hrs HW=727.99' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.38 cfs @ 4.37 fps)2=Orifice/Grate ( Controls 0.00 cfs)3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 5P: AquaBox InflowPrimary Hydrograph Time (hours)484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=5.330 ac Peak Elev=727.99' Storage=2,320 cf 2.53 cfs 0.38 cfs Appendix E Water Quality, Runoff Reduction, and Conveyance Sizing NOI QUESTIONS # cf af 49 15134 0.347 49 360 0.008 49 49 2875 0.066 49 49 14774 0.339 49 15134 0.347 49 Reported Value No No Yes Minimum RRv eNOI Question 49 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? Contact Regional DEC Office Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? NOI QUESTIONS 2.38% Steps 3 and 5 - Apply RR Techniques and Standard SMPs 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 0.00 0.00 0 Tree Planting/Tree Pit/Tree Trench RR-3 5.33 2.83 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 0.00 0.00 0 0 Bioslope F-6 0.00 0.00 0 0 Dry swale O-1 2.06 0.40 360 1,438 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 - 6.21 3.47 13,336 Volume Based Alternative Practice - → 5.33 2.83 0 → 2.06 0.40 360 1,438 → 0.00 0.00 0 Totals by Alternative SMP → 6.21 3.47 13,336 Totals by RR Technique Totals by Standard SMP w/RRV Totals by Standard SMP Runoff Reduction Volume and Treated Volumes St a n d a r d S M P s w / R R v Ca p a c i t y RR T e c h n i q u e s St a n d a r d S M P s Al t . SM P s Steps 3 and 5 - Apply RR Techniques and Standard SMPs → 13.60 6.70 360 14,774Totals ( RR Techniques + all SMPs) Step 2 - Calculate Water Quality Volume No Design Point: A P= 1.07 inches Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) SMP Description 1 0.88 0.64 73 0.70 2,408 2 5.33 2.83 53 0.53 10,928 3 2.06 0.40 19 0.22 1,798 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Total 8.27 3.87 47 0.47 15134 Required WQv Calculate Required WQv Is this project subject to Section 4.3 of the NYS Design Manual for Enhanced Phosphorus Removal? Enter 90% Rainfall Event as P New ConstructionWhat is the nature of this construction project? Step 2 - Calculate Water Quality Volume 0.35 af Step 4 - Calcuate Minimum RRv Required Hydrologic Soil Group Acres S A 55% B 40% C 30% D 8.27 20% Total Area 8.27 S =0.20 Impervious = 3.87 acres Precipitation 1.07 inches Rv 0.95 Minimum RRv 0.066 af 2875 cf Enter the Soils Data for the entire site Calculate the Minimum RRv Step 1 - Site Planning 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. No The project does not propose permanent conservation of this area at this time. Preservation of Buffers Delineate and protect naturally vegetated buffers along perennial streams, rivers, shorelines, and wetlands. Yes No disturbance will occur within this buffer. 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 The site has been designed to avoid sensitive resource areas to the greatest extent practical. Including mature forests and stream buffers. Open Space Design Use clustering, conservation design or open space design to reduce impervious cover, preserve more open space and protect water resources. Yes The site layout has been designed to maximize open space. Impervious surfaces have been minimized to the greatest extent practical. 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 No Reducing the roadway width is not feasible for the project's intended use. 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 e s i g n Step 1 - Site Planning Sidewalk Reduction Minimize sidewalk lengths and widths, below local requirements, to reduce site impervious area No Reducing the sidewalk width/length is not feasible for the project's intended use. Driveway Reduction Minimize driveway lengths and widths, below local requirements, to reduce site impervious area No Reducing the driveway width is not feasible for the intended use. 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. Yes All new building area has been allocated to efficiently implement the intended use. 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. No Reducing the parking stall dimensions or number of stalls is not feasible for the intended use. 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 3 - Evaluation of RR Techniques and Standard SMPs with RRv Capacity 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 As a Redevelopment Project, the proposed site layout has been designed to limit land disturbance to the greatest extent practical. 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. No The project proposes treatment by RR techniques, Standard SMPs with RRv capacity, or Standard SMPs without RRv capacity. 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. Yes The project proposes the preservation of existing mature trees, as well as the planting of 26 5'x10' tree pits with CUsoil. 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 size/use/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 flat topography/steep topography/etc., 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 Due to the size of contributing area ,rain gardens are not feasible for use on the project site. Practice RR T e c h n i q u e s Step 3 - Evaluation of RR Techniques and Standard SMPs with RRv Capacity 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. 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 Due to bedroc, 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 Due to bedrock, 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. RR T e c h n i q u e s Step 3 - Evaluation of RR Techniques and Standard SMPs with RRv Capacity 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 Due to limited infiltration, 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 limited infiltration, bioretention is not feasible for use on the project site. 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. No Bioretention is not feasible for use on the project site. 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 road stormwater. 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 Tree Planting (RR-3) Design Point: A Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (cf) Precipitation (in)Description 2 5.33 2.83 53 0.53 10,928 1.07 0 Yes No No 2 Yes No 6 3 36 5 10 30 100 109 10900 0 Enter Site Data For Drainage Area to be Reduced Design Criteria Is the contributing area a designated hotspot? Does contributing impervious area exceed practice RRv capacity?Does not meet design criteria Calculate Runoff Reduction RRv Provided cf Is another area reduction practice proposed for the same contributing area? Enter the slope of the contributing area (%) Are new trees proposed for area reduction? Are existing trees proposed for area reduction? For new tree plantings, enter horizontal separation from contributing impervious area (ft) Enter ponding depth (inches) 2 Enter surface layer depth (inches) For existing trees, enter horizontal separation from contributing impervious area to canopy (ft) Total area reduction proposed (sf) Enter filter media depth (inches) Enter filter media width (ft) Enter filter media length (ft) Enter mature tree canopy (ft) Enter number of trees for area reduction Area reduction per tree (sf) Dry Swale (O-1) Design Point: A Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 3 2.06 0.40 19 0.22 1,798 1.07 0 D No No No 3 3 180 30 10 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 300.00 ft Lp 5000.00 ft Vc 30000.00 cf Ch 1.00 ft Cs 25.00 ft C 200.00 d2 0.50 ft W2 6.00 ft A2 2.25 sf Pw2 6.50 ft n 0.04 S 0.04 ft/ft V 4.20 fps 0.50 ft 360 1,438 cf Is the practice the first in series for treatment of a Level 1 (Infiltration Restricted) hotspot? 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 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 Enter Check Dam Height Check Dam Spacing 2-yr 24-hr Flow Depth 2-yr Storm Flow Top Width 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 Flow Based Alternative Practice Design Point:A Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 1 0.88 0.64 73 0.70 2,408 1.07 0 Yes Yes Yes Yes Yes 6.58 7 Value Units WQf 0.72 cfs Q 0.95 cfs 2,408 cf Determine the Water Quality Volume Treated Water Quality Volume Treated Enter Maximum Treatment Flow Rate (MTFR) of Alternative Practice Enter Site Data For Drainage Area to be Treated by Practice Design Criteria Sizing Criteria Notes Is the alternative practice included in the NJCAT Verification Database, NJDEP list of approved Manufactured Treatment Devices or TAPE list of Approved Technologies for General Use Level? ADS Arcadia Enter alternative practice bypass capacity (cfs) Is the flow based practice proposed for area of new development? Verified Proprietary Practices for New If proposed for new development, is the practice included on NYSDEC list for Verified Proprietary Practices for New Development? Enter name and manufacturer of alternative practice Not applicable Is the practice being designed off-line?Design must include flow diversion If designed off-line, has flow diversion been included? Enter Extreme Flood peak flow rate (cfs)Not applicable Water Quality Peak Flow Rate Taken from hydrologic modeling Flow Based Alternative Practice Design Point:A Drainage Area Number Contributing Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft3) Precipitation (in)Description 2 5.33 2.83 53 0.53 10,928 1.07 0 Yes Yes Yes Yes Yes 38.17 40 Value Units WQf 2.96 cfs Q 3.78 cfs 10,928 cf Enter Site Data For Drainage Area to be Treated by Practice Design CriteriaIs Verification Database, NJDEP list of approved Manufactured Treatment Devices or TAPE list of Is the flow based practice proposed for area of new development? Verified Proprietary Practices for New Enter Extreme Flood peak flow rate (cfs)Not applicable Enter alternative practice bypass capacity (cfs)Not applicable Enter name and manufacturer of alternative practice ADS Arcadia If proposed for new development, is the practice included on NYSDEC list for Verified Proprietary Is the practice being designed off-line?Design must include flow diversion If designed off-line, has flow diversion been included? Enter Maximum Treatment Flow Rate Sizing Criteria Notes Water Quality Peak Flow Rate Taken from hydrologic modeling Determine the Water Quality Volume Treated Water Quality Volume Treated Version 1.1 Project: Layers - 3 Layers Number of Full Modules - 2448 Modules Number of Half Modules - 1 Modules Number of Cube Modules - 0 Modules Number of Stacks -816 Stacks Amount of Stone Above Modules - 6 in Amount of Stone Below Modules - 6 in Voids in stone (porosity) - 40% Base of Stone Elevation - 727.25 Area of system - 5608.72 sf - Minimum Area 4941sf Height of System Incremental Single Module Incremental Module Total Incremental Stone Incremental Module & Stone Cumulative Volume Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 106.50 0.00 0.00 93.48 93.48 41696.85 736.13 106.00 0.00 0.00 186.96 186.96 41603.37 736.08 105.00 0.00 0.00 186.96 186.96 41416.41 736.00 104.00 0.00 0.00 186.96 186.96 41229.46 735.92 103.00 0.00 0.00 186.96 186.96 41042.50 735.83 102.00 0.00 0.00 186.96 186.96 40855.54 735.75 101.00 0.24 193.67 106.26 299.93 40668.58 735.67 100.00 0.48 395.25 22.27 417.52 40368.65 735.58 99.00 0.48 395.25 22.27 417.52 39951.13 735.50 98.00 0.48 395.25 22.27 417.52 39533.61 735.42 97.00 0.48 395.25 22.27 417.52 39116.09 735.33 96.00 0.48 395.25 22.27 417.52 38698.57 735.25 95.00 0.48 395.25 22.27 417.52 38281.05 735.17 94.00 0.48 395.25 22.27 417.52 37863.53 735.08 93.00 0.48 395.25 22.27 417.52 37446.01 735.00 92.00 0.48 395.25 22.27 417.52 37028.49 734.92 91.00 0.48 395.25 22.27 417.52 36610.97 734.83 90.00 0.48 395.25 22.27 417.52 36193.45 734.75 89.00 0.48 395.25 22.27 417.52 35775.93 734.67 88.00 0.48 395.25 22.27 417.52 35358.41 734.58 87.00 0.48 395.25 22.27 417.52 34940.89 734.50 86.00 0.48 395.25 22.27 417.52 34523.37 734.42 85.00 0.48 395.25 22.27 417.52 34105.85 734.33 Beacon Communities The Woods At Southwo 84.00 0.48 395.25 22.27 417.52 33688.33 734.25 83.00 0.48 395.25 22.27 417.52 33270.81 734.17 82.00 0.48 395.25 22.27 417.52 32853.29 734.08 81.00 0.48 395.25 22.27 417.52 32435.77 734.00 80.00 0.48 395.25 22.27 417.52 32018.25 733.92 79.00 0.48 395.25 22.27 417.52 31600.73 733.83 78.00 0.48 395.25 22.27 417.52 31183.21 733.75 77.00 0.48 395.25 22.27 417.52 30765.68 733.67 76.00 0.48 395.25 22.27 417.52 30348.16 733.58 75.00 0.48 395.25 22.27 417.52 29930.64 733.50 74.00 0.48 395.25 22.27 417.52 29513.12 733.42 73.00 0.48 395.25 22.27 417.52 29095.60 733.33 72.00 0.48 395.25 22.27 417.52 28678.08 733.25 71.00 0.48 395.25 22.27 417.52 28260.56 733.17 70.00 0.48 395.25 22.27 417.52 27843.04 733.08 69.00 0.48 395.25 22.27 417.52 27425.52 733.00 68.00 0.48 395.25 22.27 417.52 27008.00 732.92 67.00 0.48 395.25 22.27 417.52 26590.48 732.83 66.00 0.48 395.25 22.27 417.52 26172.96 732.75 65.00 0.48 395.25 22.27 417.52 25755.44 732.67 64.00 0.48 395.25 22.27 417.52 25337.92 732.58 63.00 0.48 395.25 22.27 417.52 24920.40 732.50 62.00 0.48 395.25 22.27 417.52 24502.88 732.42 61.00 0.48 395.25 22.27 417.52 24085.36 732.33 60.00 0.48 395.25 22.27 417.52 23667.84 732.25 59.00 0.48 395.25 22.27 417.52 23250.32 732.17 58.00 0.48 395.25 22.27 417.52 22832.80 732.08 57.00 0.48 395.25 22.27 417.52 22415.28 732.00 56.00 0.48 395.25 22.27 417.52 21997.76 731.92 55.00 0.48 395.25 22.27 417.52 21580.24 731.83 54.00 0.48 395.25 22.27 417.52 21162.72 731.75 53.00 0.48 395.25 22.27 417.52 20745.20 731.67 52.00 0.48 395.25 22.27 417.52 20327.68 731.58 51.00 0.48 395.25 22.27 417.52 19910.16 731.50 50.00 0.48 395.25 22.27 417.52 19492.64 731.42 49.00 0.48 395.25 22.27 417.52 19075.12 731.33 48.00 0.48 395.25 22.27 417.52 18657.60 731.25 47.00 0.48 395.25 22.27 417.52 18240.08 731.17 46.00 0.48 395.25 22.27 417.52 17822.56 731.08 45.00 0.48 395.25 22.27 417.52 17405.04 731.00 44.00 0.48 395.25 22.27 417.52 16987.52 730.92 43.00 0.48 395.25 22.27 417.52 16569.99 730.83 42.00 0.48 395.25 22.27 417.52 16152.47 730.75 41.00 0.48 395.25 22.27 417.52 15734.95 730.67 40.00 0.48 395.25 22.27 417.52 15317.43 730.58 39.00 0.48 395.25 22.27 417.52 14899.91 730.50 38.00 0.48 395.25 22.27 417.52 14482.39 730.42 37.00 0.48 395.25 22.27 417.52 14064.87 730.33 36.00 0.48 395.25 22.27 417.52 13647.35 730.25 35.00 0.48 395.25 22.27 417.52 13229.83 730.17 34.00 0.48 395.25 22.27 417.52 12812.31 730.08 33.00 0.48 395.25 22.27 417.52 12394.79 730.00 32.00 0.48 395.25 22.27 417.52 11977.27 729.92 31.00 0.48 395.25 22.27 417.52 11559.75 729.83 30.00 0.48 395.25 22.27 417.52 11142.23 729.75 29.00 0.48 395.25 22.27 417.52 10724.71 729.67 28.00 0.48 395.25 22.27 417.52 10307.19 729.58 27.00 0.48 395.25 22.27 417.52 9889.67 729.50 26.00 0.48 395.25 22.27 417.52 9472.15 729.42 25.00 0.48 395.25 22.27 417.52 9054.63 729.33 24.00 0.48 395.25 22.27 417.52 8637.11 729.25 23.00 0.48 395.25 22.27 417.52 8219.59 729.17 22.00 0.48 395.25 22.27 417.52 7802.07 729.08 21.00 0.48 395.25 22.27 417.52 7384.55 729.00 20.00 0.48 395.25 22.27 417.52 6967.03 728.92 19.00 0.48 395.25 22.27 417.52 6549.51 728.83 18.00 0.48 395.25 22.27 417.52 6131.99 728.75 17.00 0.48 395.25 22.27 417.52 5714.47 728.67 16.00 0.48 395.25 22.27 417.52 5296.95 728.58 15.00 0.48 395.25 22.27 417.52 4879.43 728.50 14.00 0.48 395.25 22.27 417.52 4461.91 728.42 13.00 0.48 395.25 22.27 417.52 4044.39 728.33 12.00 0.48 395.25 22.27 417.52 3626.87 728.25 11.00 0.48 395.25 22.27 417.52 3209.35 728.17 10.00 0.48 395.25 22.27 417.52 2791.83 728.08 9.00 0.48 395.25 22.27 417.52 2374.30 728.00 8.00 0.48 395.25 22.27 417.52 1956.78 727.92 7.00 0.48 395.25 22.27 417.52 1539.26 727.83 6.00 0.00 0.00 186.96 186.96 1121.74 727.75 5.00 0.00 0.00 186.96 186.96 934.79 727.67 Appendix F USDA NRCS Soil Survey and Infiltration Testing Results 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 forTompkins County, New York 2011.104.008 Southworks Woods Drainage Area NaturalResourcesConservationService April 17, 2026 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 LoF—Lordstown channery silt loam, 35 to 70 percent slopes, rocky..........13 LtB—Lordstown, Tuller, and Ovid soils, shallow and very shallow, 0 to 15 percent slopes..................................................................................14 LtC—Lordstown, Tuller, and Ovid soils, shallow and very shallow, 15 to 35 percent slopes..............................................................................17 RkB—Rhinebeck silt loam, 2 to 6 percent slopes.......................................20 References............................................................................................................22 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 ReportSoil Map 46 9 8 0 0 0 46 9 8 0 6 0 46 9 8 1 2 0 46 9 8 1 8 0 46 9 8 2 4 0 46 9 8 3 0 0 46 9 8 3 6 0 46 9 8 4 2 0 46 9 8 4 8 0 46 9 8 0 0 0 46 9 8 0 6 0 46 9 8 1 2 0 46 9 8 1 8 0 46 9 8 2 4 0 46 9 8 3 0 0 46 9 8 3 6 0 46 9 8 4 2 0 46 9 8 4 8 0 376430 376490 376550 376610 376670 376730 376790 376430 376490 376550 376610 376670 376730 376790 42° 25' 44'' N 76 ° 3 0 ' 7 ' ' W 42° 25' 44'' N 76 ° 2 9 ' 5 1 ' ' W 42° 25' 27'' N 76 ° 3 0 ' 7 ' ' W 42° 25' 27'' N 76 ° 2 9 ' 5 1 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600Feet 0 35 70 140 210Meters Map Scale: 1:2,460 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 ServiceWeb 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 YorkSurvey 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI LoF Lordstown channery silt loam, 35 to 70 percent slopes, rocky 0.0 0.0% LtB Lordstown, Tuller, and Ovid soils, shallow and very shallow, 0 to 15 percent slopes 11.1 66.6% LtC Lordstown, Tuller, and Ovid soils, shallow and very shallow, 15 to 35 percent slopes 5.5 33.3% RkB Rhinebeck silt loam, 2 to 6 percent slopes 0.0 0.0% Totals for Area of Interest 16.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the 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 Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 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 LoF—Lordstown channery silt loam, 35 to 70 percent slopes, rocky Map Unit Setting National map unit symbol: 2wznb Landscape: Glaciated uplands 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: Not prime farmland Map Unit Composition Lordstown, very stony, and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lordstown, Very Stony Setting Landscape: Glaciated uplands Landform: Hills, Mountains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Mountainflank, nose slope, side slope, free face Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy till derived from sandstone and siltstone Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: channery highly organic silt loam Bw1 - 5 to 17 inches: channery silt loam Bw2 - 17 to 26 inches: channery silt loam C - 26 to 30 inches: very channery silt loam 2R - 30 to 40 inches: bedrock Properties and qualities Slope: 35 to 70 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.14 to 1.42 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Custom Soil Resource Report 13 Ecological site: F140XY027NY - Well Drained Till Uplands Hydric soil rating: No Minor Components Arnot, extremely stony Percent of map unit: 10 percent Landscape: Glaciated uplands Landform: Hills, Mountains Landform position (two-dimensional): Backslope Landform position (three-dimensional): Mountaintop, mountainflank, nose slope, side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Cadosia, very stony Percent of map unit: 10 percent Landscape: Uplands Landform: Glaciated ridges Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Bath, very stony Percent of map unit: 4 percent Landscape: Uplands Landform: Mountains, Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Nose slope, side slope Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Rock outcrop Percent of map unit: 1 percent Hydric soil rating: No LtB—Lordstown, Tuller, and Ovid soils, shallow and very shallow, 0 to 15 percent slopes Map Unit Setting National map unit symbol: 9xn5 Elevation: 330 to 2,460 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Not prime farmland Custom Soil Resource Report 14 Map Unit Composition Lordstown, shallow, and similar soils: 27 percent Tuller and similar soils: 25 percent Ovid, shallow, and similar soils: 23 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lordstown, Shallow Setting Landform: Benches, Ridges, Hills Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy till derived from sandstone and siltstone Typical profile H1 - 0 to 6 inches: channery silt loam H2 - 6 to 15 inches: channery silt loam H3 - 15 to 19 inches: unweathered bedrock Properties and qualities Slope: 0 to 15 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low (about 2.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: D Ecological site: F140XY026PA - Dry Till Uplands Hydric soil rating: No Description of Tuller Setting Landform: Benches, Ridges, Hills Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till derived mainly from acid sandstone, siltstone, and shale Typical profile H1 - 0 to 8 inches: channery silt loam H2 - 8 to 15 inches: channery silt loam H3 - 15 to 19 inches: unweathered bedrock Custom Soil Resource Report 15 Properties and qualities Slope: 0 to 15 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low (about 1.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Ecological site: F140XY016NY - Mineral Wetlands Hydric soil rating: No Description of Ovid, Shallow Setting Landform: Reworked lake plains, Till plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till with a significant component of reddish shale or reddish glaciolacustrine clays, mixed with limestone and some sandstone Typical profile H1 - 0 to 14 inches: silt loam H2 - 14 to 15 inches: channery silt loam H3 - 15 to 19 inches: weathered bedrock Properties and qualities Slope: 0 to 15 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Very low (about 2.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Ecological site: F101XY013NY - Moist Till Hydric soil rating: No Minor Components Rock outcrop Percent of map unit: 5 percent Custom Soil Resource Report 16 Hydric soil rating: Unranked Bath Percent of map unit: 5 percent Hydric soil rating: No Valois Percent of map unit: 5 percent Hydric soil rating: No Volusia Percent of map unit: 5 percent Hydric soil rating: No Erie Percent of map unit: 5 percent Hydric soil rating: No LtC—Lordstown, Tuller, and Ovid soils, shallow and very shallow, 15 to 35 percent slopes Map Unit Setting National map unit symbol: 9xn6 Elevation: 330 to 2,460 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Not prime farmland Map Unit Composition Lordstown, shallow, and similar soils: 30 percent Tuller and similar soils: 25 percent Ovid, shallow, and similar soils: 20 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lordstown, Shallow Setting Landform: Benches, Ridges, Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy till derived mainly from acid sandstone, siltstone, and shale Typical profile H1 - 0 to 6 inches: channery silt loam Custom Soil Resource Report 17 H2 - 6 to 15 inches: channery silt loam H3 - 15 to 19 inches: unweathered bedrock Properties and qualities Slope: 15 to 35 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low (about 2.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Ecological site: F140XY027NY - Well Drained Till Uplands Hydric soil rating: No Description of Tuller Setting Landform: Benches, Ridges, Hills Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till derived mainly from acid sandstone, siltstone, and shale Typical profile H1 - 0 to 8 inches: channery silt loam H2 - 8 to 15 inches: channery silt loam H3 - 15 to 19 inches: unweathered bedrock Properties and qualities Slope: 15 to 35 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Very low (about 1.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Ecological site: F101XY013NY - Moist Till Hydric soil rating: No Custom Soil Resource Report 18 Description of Ovid, Shallow Setting Landform: Till plains, Reworked lake plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy till derived mainly from shale and siltstone Typical profile H1 - 0 to 14 inches: channery silt loam H2 - 14 to 15 inches: channery silt loam H3 - 15 to 19 inches: weathered bedrock Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 10 to 20 inches to lithic bedrock Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Available water supply, 0 to 60 inches: Very low (about 2.5 inches) Interpretive groups Land capability classification (irrigated): None specified Hydrologic Soil Group: D Ecological site: F101XY013NY - Moist Till Hydric soil rating: No Minor Components Rock outcrop Percent of map unit: 5 percent Hydric soil rating: Unranked Lordstown Percent of map unit: 5 percent Hydric soil rating: No Volusia Percent of map unit: 5 percent Hydric soil rating: No Darien Percent of map unit: 5 percent Hydric soil rating: No Mardin Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 19 RkB—Rhinebeck silt loam, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 9xp1 Elevation: 80 to 1,000 feet Mean annual precipitation: 32 to 42 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 120 to 160 days Farmland classification: Prime farmland if drained Map Unit Composition Rhinebeck and similar soils: 75 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Rhinebeck Setting Landform: Proglacial lake plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Linear Parent material: Clayey and silty glaciolacustrine deposits Typical profile H1 - 0 to 12 inches: silt loam H2 - 12 to 23 inches: silty clay loam H3 - 23 to 60 inches: silty clay loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Available water supply, 0 to 60 inches: Moderate (about 8.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Ecological site: F101XY009NY - Moist Lake Plain Custom Soil Resource Report 20 Hydric soil rating: No Minor Components Canandaigua Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Ovid Percent of map unit: 5 percent Hydric soil rating: No Hudson Percent of map unit: 5 percent Hydric soil rating: No Niagara Percent of map unit: 5 percent Hydric soil rating: No Madalin Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Custom Soil Resource Report 21 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 22 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 23 Appendix G NYSDEC Blue-Book “Lite” FINAL New York State Standards and Specifications for Erosion and Sediment Control July 2016 TABLE OF CONTENTS SECTION 1: INTRODUCTION Purpose and Scope ..................................................................................................................................................... 1.1 Authority .................................................................................................................................................................... 1.1 Erosion and Sediment Hazards Associated with Construction .................................................................................. 1.1 How to Use This Book of Standards .......................................................................................................................... 1.2 Basic Principles of Erosion and Sediment Control .................................................................................................... 1.4 Predicting Soil Losses ................................................................................................................................................ 1.5 Estimating Sediment Yield ......................................................................................................................................... 1.5 Determining Stormwater Runoff ................................................................................................................................ 1.5 Professional Certification ........................................................................................................................................... 1.5 ESC Ordinances and Subdivision Regulation ............................................................................................................ 1.5 Supplemental Standards ............................................................................................................................................. 1.5 SECTION 2: EROSION CONTROL PLANNING AND SITE MANAGEMENT Natural Resource and Watershed Planning ................................................................................................................ 2.1 Environmental Site Design Plan ................................................................................................................................ 2.1 Erosion and Sediment Control Plan Components ..................................................................................................... 2.1 Technical Data Requirements ............................................................................................................................ 2.1 General Design Process ..................................................................................................................................... 2.2 Construction of ESCs ......................................................................................................................................... 2.3 Inspection & Maintenance ........................................................................................................................................ 2.4 Construction Activities ............................................................................................................................................... 2.4 Linear Projects .................................................................................................................................................... 2.5 Residential Development Projects ..................................................................................................................... 2.9 Commercial and Industrial Development ......................................................................................................... 2.10 Institutional Development Projects ................................................................................................................... 2.11 Water Resources Projects .................................................................................................................................. 2.12 Large Bulk Overlot Grading Projects................................................................................................................ 2.12 Design Process for Erosion and Sediment Control Plans ......................................................................................... 2.13 Erosion and Sediment Control Practices Matrix ...................................................................................................... 2.15 Section Standards Construction Road Stabilization .................................................................................................................. 2.23 Concrete Truck Washout ............................................................................................................................. 2.24 Dust Control ....................................................................................................................................................2.25 Protecting Vegetation During Construction ................................................................................................ 2.26 Site Pollution Prevention ............................................................................................................................... 2.29 Stabilized Construction Access ...................................................................................................................... 2.30 Temporary Access Waterway Crossing ........................................................................................................ 2.32 Winter Stabilization ....................................................................................................................................... 2.38 SECTION 3: EROSION CONTROL PART 1 - RUNOFF CONTROL Scope and Discussion ................................................................................................................................................ 3.1 Check Dam ........................................................................................................................................................ 3.2 Construction Ditch ........................................................................................................................................... 3.4 Dewatering Sump Pit ....................................................................................................................................... 3.7 Diversion ............................................................................................................................................................. 3.9 Earth Dike ........................................................................................................................................................ 3.14 Flow Diffuser .................................................................................................................................................. 3.16 Flow Spreader ................................................................................................................................................. 3.19 Grade Stabilization Structure ............................................................................................................................ 3.21 Grassed Waterway ............................................................................................................................................ 3.23 Lined Waterway ............................................................................................................................................. 3.27 Paved Flume ..................................................................................................................................................... 3.31 Perimeter Dike/Swale ...................................................................................................................................... 3.35 Pipe Slope Drain .............................................................................................................................................. 3.37 Rock Outlet Protection ................................................................................................................................... 3.39 Storm Drain Diversion ..................................................................................................................................... 3.47 Subsurface Drain ............................................................................................................................................... 3.48 Water Bar ......................................................................................................................................................... 3.52 TABLE OF CONTENTS SECTION 4: EROSION CONTROL PART 2 - SOIL STABILIZATION Scope and Discussion ............................................................................................................................................... 4.1 Principles of Biotechnical Practices .......................................................................................................................... 4.1 Planning Considerations ........................................................................................................................................... 4.3 Plant Materials .......................................................................................................................................................... 4.3 Anchored Stabilization Matting ............................................................................................................................ 4.5 Armored Slope and Channel Stabilization ................................................................................................................. 4.7 Branch Packing ...................................................................................................................................................... 4.15 Brush Layer ............................................................................................................................................................. 4.17 Brush Mattress ........................................................................................................................................................ 4.19 Fertilizer Application ............................................................................................................................................ 4.21 Fiber Roll ................................................................................................................................................................ 4.22 Landgrading ............................................................................................................................................................ 4.24 Lime Application ................................................................................................................................................... 4.29 Live Crib Wall ......................................................................................................................................................... 4.30 Live Fascines .......................................................................................................................................................... 4.32 Live Stakes ............................................................................................................................................................... 4.34 Loose Stabilization Blankets ................................................................................................................................... 4.37 Mulching ................................................................................................................................................................ 4.39 Permanent Construction Area Planting ................................................................................................................... 4.42 Recreation Area Seeding ......................................................................................................................................... 4.45 Retaining Walls ....................................................................................................................................................... 4.48 Soil Restoration ...................................................................................................................................................... 4.52 Stabilization With Sod ............................................................................................................................................ 4.54 Surface Roughening ................................................................................................................................................ 4.56 Temporary Construction Area Seeding ............................................................................................................... 4.58 Topsoiling ............................................................................................................................................................... 4.59 Tree Revetment ....................................................................................................................................................... 4.61 Trees, Shrubs, and Vines ........................................................................................................................................ 4.63 Vegetated Rock Gabions ......................................................................................................................................... 4.66 Vegetating Sand and Gravel Borrow Areas ............................................................................................................ 4.68 Vegetating Sand Dunes and Tidal Banks ................................................................................................................ 4.70 Vegetating Waterways ............................................................................................................................................ 4.78 SECTION 5: SEDIMENT CONTROL Scope and Discussion ............................................................................................................................................... 5.1 Chemical Treatment .................................................................................................................................................. 5.1 Buffer Filter Strip ...................................................................................................................................................... 5.3 Cofferdam Structure .................................................................................................................................................. 5.5 Compost Filter Sock ................................................................................................................................................ 5.7 Dewatering Device ................................................................................................................................................. 5.10 Geotextile Filter Bag ............................................................................................................................................. 5.16 Rock Dam ................................................................................................................................................................ 5.17 Sediment Basin ....................................................................................................................................................... 5.19 Sediment Dike ......................................................................................................................................................... 5.42 Sediment Tank - Portable ......................................................................................................................................... 5.44 Sediment Trap ........................................................................................................................................................ 5.46 Silt Fence ................................................................................................................................................................ 5.54 Storm Drain Inlet Protection ................................................................................................................................ 5.57 Straw Bale Dike ...................................................................................................................................................... 5.63 Turbidity Curtain .................................................................................................................................................... 5.65 TABLE OF CONTENTS APPENDICIES Appendix A: Revised Universal Soil Loss Equation ................................................................................................ A.1 Appendix B: Design Process for Erosion & Sediment Control Practices ................................................................ B.1 Appendix C: Cost Analysis of Erosion & Sediment Control Practices .................................................................... C.1 Appendix D: Erosion Control for Small Residential Sites ....................................................................................... D.1 Appendix E: Sample Checklist for Reviewing Erosion and Sediment Control Plans ............................................... E.1 Appendix F: Construction Site Inspection & Maintenance Site Log Book ............................................................... F.1 Appendix G: Tree Species for New York State ....................................................................................................... G.1 Appendix H: Glossary .............................................................................................................................................. H.1 Appendix I: Directories .............................................................................................................................................. I.1 CONTENTS Page Purpose & Scope ............................................................................................................................................................. 1.1 Authority ......................................................................................................................................................................... 1.1 Erosion and Sediment Hazards Associated with Development ....................................................................................... 1.1 How to Use This Book of Standards ............................................................................................................................... 1.2 Basic Principles of Erosion and Sediment Control ......................................................................................................... 1.4 Predicting Soil Losses ..................................................................................................................................................... 1.5 Estimating Sediment Yield ............................................................................................................................................. 1.5 Determining Stormwater Runoff ..................................................................................................................................... 1.5 Professional Certification ................................................................................................................................................ 1.5 ESC Ordinances and Subdivision Regulations ............................................................................................................... 1.5 Supplemental Standards .................................................................................................................................................. 1.5 SECTION 1—INTRODUCTION New York State Standards and Specifications Page 2.23 July 2016 For Erosion and Sediment Control Definition & Scope The stabilization of temporary construction access routes, on-site vehicle transportation routes, and construction parking areas to control erosion on temporary construction routes and parking areas. Conditions Where Practice Applies All traffic routes and parking areas for temporary use by construction traffic. Design Criteria Construction roads should be located to reduce erosion potential, minimize impact on existing site resources, and maintain operations in a safe manner. Highly erosive soils, wet or rocky areas, and steep slopes should be avoided. Roads should be routed where seasonal water tables are deeper than 18 inches. Surface runoff and control should be in accordance with other standards. Road Grade – A maximum grade of 12% is recommended, although grades up to 15% are possible for short distances. Road Width – 12 foot minimum for one-way traffic or 24 foot minimum for two-way traffic. Side Slope of Road Embankment – 2:1 or flatter. Ditch Capacity – On-site roadside ditch and culvert capacities shall be the 10 yr. peak runoff. Composition – Use a 6-inch layer of NYS DOT sub-base Types 1,2,3, 4 or equivalent as specified in NYSDOT Standard Specifications. Construction Specifications 1. Clear and strip roadbed and parking areas of all vegetation, roots, and other objectionable material. 2. Locate parking areas on naturally flat areas as available. Keep grades sufficient for drainage, but not more than 2 to 3 percent. 3. Provide surface drainage and divert excess runoff to stabilized areas. 4. Maintain cut and fill slopes to 2:1 or flatter and stabilized with vegetation as soon as grading is accomplished. 5. Spread 6-inch layer of sub-base material evenly over the full width of the road and smooth to avoid depressions. 6. Provide appropriate sediment control measures to prevent offsite sedimentation. Maintenance Inspect construction roads and parking areas periodically for condition of surface. Top dress with new gravel as needed. Check ditches for erosion and sedimentation after rainfall events. Maintain vegetation in a healthy, vigorous condition. Areas producing sediment should be treated immediately. STANDARD AND SPECIFICATIONS FOR CONSTRUCTION ROAD STABILIZATION July 2016 Page 2.24 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A temporary excavated or above ground lined constructed pit where concrete truck mixers and equipment can be washed after their loads have been discharged, to prevent highly alkaline runoff from entering storm drainage systems or leaching into soil. Conditions Where Practice Applies Washout facilities shall be provided for every project where concrete will be poured or otherwise formed on the site. This facility will receive highly alkaline wash water from the cleaning of chutes, mixers, hoppers, vibrators, placing equipment, trowels, and screeds. Under no circumstances will wash water from these operations be allowed to infiltrate into the soil or enter surface waters. Design Criteria Capacity: The washout facility should be sized to contain solids, wash water, and rainfall and sized to allow for the evaporation of the wash water and rainfall. Wash water shall be estimated at 7 gallons per chute and 50 gallons per hopper of the concrete pump truck and/or discharging drum. The minimum size shall be 8 feet by 8 feet at the bottom and 2 feet deep. If excavated, the side slopes shall be 2 horizontal to 1 vertical. Location: 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 structure except for the access road. Provide appropriate access with a gravel access road sloped down to the structure. Signs shall be placed to direct drivers to the facility after their load is discharged. Liner: All washout facilities will be lined to prevent leaching of liquids into the ground. The liner shall be plastic sheeting with a minimum thickness of 10 mils with no holes or tears, and anchored beyond the top of the pit with an earthen berm, sand bags, stone, or other structural appurtenance except at the access point. If pre-fabricated washouts are used they must ensure the capture and containment of the concrete wash and be sized based on the expected frequency of concrete pours. They shall be sited as noted in the location criteria. Maintenance All concrete washout facilities shall be inspected daily. Damaged or leaking facilities shall be deactivated and repaired or replaced immediately. Excess rainwater that has accumulated over hardened concrete should be pumped to a stabilized area, such as a grass filter strip. Accumulated hardened material shall be removed when 75% of the storage capacity of the structure is filled. Any excess wash water shall be pumped into a containment vessel and properly disposed of off site. Dispose of the hardened material off-site in a construction/demolition landfill. On-site disposal may be allowed if this has been approved and accepted as part of the projects SWPPP. In that case, the material should be recycled as specified, or buried and covered with a minimum of 2 feet of clean compacted earthfill that is permanently stabilized to prevent erosion. The plastic liner shall be replaced with each cleaning of the washout facility. Inspect the project site frequently to ensure that no concrete discharges are taking place in non-designated areas. STANDARD AND SPECIFICATIONS FOR CONCRETE TRUCK WASHOUT New York State Standards and Specifications Page 2.25 July 2016 For Erosion and Sediment Control Definition & Scope The control of dust resulting from land-disturbing activities, to prevent surface and air movement of dust from disturbed soil surfaces that may cause off-site damage, health hazards, and traffic safety problems. Conditions Where Practice Applies On construction roads, access points, and other disturbed areas subject to surface dust movement and dust blowing where off-site damage may occur if dust is not controlled. Design Criteria Construction operations should be scheduled to minimize the amount of area disturbed at one time. Buffer areas of vegetation should be left where practical. Temporary or permanent stabilization measures shall be installed. No specific design criteria is given; see construction specifications below for common methods of dust control. Water quality must be considered when materials are selected for dust control. Where there is a potential for the material to wash off to a stream, ingredient information must be provided to the NYSDEC. No polymer application shall take place without written approval from the NYSDEC. Construction Specifications A. Non-driving Areas – These areas use products and materials applied or placed on soil surfaces to prevent airborne migration of soil particles. Vegetative Cover – For disturbed areas not subject to traffic, vegetation provides the most practical method of dust control (see Section 3). Mulch (including gravel mulch) – Mulch offers a fast effective means of controlling dust. This can also include rolled erosion control blankets. Spray adhesives – These are products generally composed of polymers in a liquid or solid form that are mixed with water to form an emulsion that is sprayed on the soil surface with typical hydroseeding equipment. The mixing ratios and application rates will be in accordance with the manufacturer’s recommendations for the specific soils on the site. In no case should the application of these adhesives be made on wet soils or if there is a probability of precipitation within 48 hours of its proposed use. Material Safety Data Sheets will be provided to all applicators and others working with the material. B. Driving Areas – These areas utilize water, polymer emulsions, and barriers to prevent dust movement from the traffic surface into the air. Sprinkling – The site may be sprayed with water until the surface is wet. This is especially effective on haul roads and access route to provide short term limited dust control. Polymer Additives – These polymers are mixed with water and applied to the driving surface by a water truck with a gravity feed drip bar, spray bar or automated distributor truck. The mixing ratios and application rates will be in accordance with the manufacturer’s recommendations. Incorporation of the emulsion into the soil will be done to the appropriate depth based on expected traffic. Compaction after incorporation will be by vibratory roller to a minimum of 95%. The prepared surface shall be moist and no application of the polymer will be made if there is a probability of precipitation within 48 hours of its proposed use. Material Safety Data Sheets will be provided to all applicators working with the material. Barriers – Woven geo-textiles can be placed on the driving surface to effectively reduce dust throw and particle migration on haul roads. Stone can also be used for construction roads for effective dust control. Windbreak – A silt fence or similar barrier can control air currents at intervals equal to ten times the barrier height. Preserve existing wind barrier vegetation as much as practical. Maintenance Maintain dust control measures through dry weather periods until all disturbed areas are stabilized. STANDARD AND SPECIFICATIONS FOR DUST CONTROL July 2016 Page 2.26 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope The protection of trees, shrubs, ground cover and other vegetation from damage by construction equipment. In order to preserve existing vegetation determined to be important for soil erosion control, water quality protection, shade, screening, buffers, wildlife habitat, wetland protection, and other values. Conditions Where Practices Applies On planned construction sites where valued vegetation exists and needs to be preserved. Design Criteria 1. Planning Considerations A. Inventory: 1) Property boundaries, topography, vegetation and soils information should be gathered. Identify potentially high erosion areas, areas with tree windthrow potential, etc. A vegetative cover type map should be made on a copy of a topographic map which shows other natural and manmade features. Vegetation that is desirable to preserve because of its value for screening, shade, critical erosion control, endangered species, aesthetics, etc., should be identified and marked on the map. 2) Based upon this data, general statements should be prepared about the present condition, potential problem areas, and unique features of the property. B. Planning: 1) After engineering plans (plot maps) are prepared, another field review should take place and recommendations made for the vegetation to be saved. Minor adjustments in location of roads, dwellings, and utilities may be needed. Construction on steep slopes, erodible soils, wetlands, and streams should be avoided. Clearing limits should be delineated (See “Determine Limits of Clearing and Grading” on page 2.2). 2) Areas to be seeded and planted should be identified. Remaining vegetation should blend with their surroundings and/or provide special function such as a filter strip, buffer zone, or screen. 3) Trees and shrubs of special seasonal interest, such as flowering dogwood, red maple, striped maple, serviceberry, or shadbush, and valuable potential shade trees should be identified and marked for special protective treatment as appropriate. 4) Trees to be cut should be marked on the plans. If timber can be removed for salable products, a forester should be consulted for marketing advice. 5) Trees that may become a hazard to people, personal property, or utilities should be removed. These include trees that are weak-wooded, disease-prone, subject to windthrow, or those that have severely damaged root systems. 6) The vigor of remaining trees may be improved by a selective thinning. A forester should be consulted for implementing this practice. 2. Measures to Protect Vegetation A. Limit soil placement over existing tree and shrub roots to a maximum of 3 inches. Soils with loamy texture and good structure should be used. B. Use retaining walls and terraces to protect roots of trees and shrubs when grades are lowered. Lowered grades should start no closer than the dripline of the tree. For narrow-canopied trees and shrubs, the stem diameter in inches is converted to feet and doubled, such that a 10 inch tree should be protected to 20 feet. C. Trenching across tree root systems should be the same minimum distance from the trunk, as in “B”. Tunnels under root systems for underground utilities should start 18 inches or deeper below the normal ground surface. Tree roots which must be severed should be cut clean. Backfill material that will be in contact with the roots should be topsoil or a prepared planting soil mixture. D. Construct sturdy fences, or barriers, of wood, steel, or other protective material around valuable STANDARD AND SPECIFICATIONS FOR PROTECTING VEGETATION DURING CONSTRUCTION New York State Standards and Specifications Page 2.27 July 2016 For Erosion and Sediment Control vegetation for protection from construction equipment. Place barriers far enough away from trees, but not less than the specifications in "B", so that tall equipment such as backhoes and dump trucks do not contact tree branches. E. Construction limits should be identified and clearly marked to exclude equipment. F. Avoid spills of oil/gas and other contaminants. G. Obstructive and broken branches should be pruned properly. The branch collar on all branches whether living or dead should not be damaged. The 3 or 4 cut method should be used on all branches larger than two inches at the cut. First cut about one-third the way through the underside of the limb (about 6-12 inches from the tree trunk). Then (approximately an inch further out) make a second cut through the limb from the upper side. When the branch is removed, there is no splintering of the main tree trunk. Remove the stub. If the branch is larger than 5-6 inches in diameter, use the four cut system. Cuts 1 and 2 remain the same and cut 3 should be from the underside of the limb, on the outside of the branch collar. Cut 4 should be from the top and in alignment with the 3rd cut. Cut 3 should be 1/4 to 1/3 the way through the limb. This will prevent the bark from peeling down the trunk. Do not paint the cut surface. H. Penalties for damage to valuable trees, shrubs, and herbaceous plants should be clearly spelled out in the contract. PROTECTING TREES IN HEAVY USE AREAS The compaction of soil over the roots of trees and shrubs by the trampling of recreationists, vehicular traffic, etc., reduces oxygen, water, and nutrient uptake by feeder roots. This weakens and may eventually kill the plants. Table 2.6 rates the “Susceptibility of Tree Species to Compaction.” Where heavy compaction is anticipated, apply and maintain a 3 to 4 inch layer of undecayed wood chips or 2 inches of No. 2 washed, crushed gravel. In addition, use of a wooden or plastic mat may be used to lessen compaction, if applicable. July 2016 Page 2.28 New York State Standards and Specifications For Erosion and Sediment Control Table 2.6 Susceptibility of Tree Species to Compaction1 Resistant: Box elder……………… Acer negundo Willows………………… Salix spp. Green ash…………….. Fraxinus pennsylvanica Honey locust…………… Gleditsia triacanthos Red elm……………….. Ulmus rubra Eastern cottonwood……. Populus deltoides Hawthornes…………… Crataegus spp. Swamp white oak………. Quercus bicolor Bur oak……………….. Quercus macrocarpa Hophornbeam…………… Ostrya virginiana Northern white cedar…. Thuja occidentalis Intermediate: Red maple……………. Acer rubrum Sweetgum………………. Liquidambar styraciflua Silver maple………….. Acer saccharinum Norway maple…………. Acer platanoides Hackberry……………. Celtis occidentalis Shagbark hickory………. Carya ovata Black gum…………… Nyssa sylvatica London plane………….. Platanus x hybrida Red oak……………… Quercus rubra Pin oak…………………. Quercus palustris Basswood……………. Tilia americana Susceptible: Sugar maple……………. Acer saccharum Austrian Pine…………… Pinus nigra White pine……………… Pinus strobus White ash………………. Fraxinus americana Blue spruce…………….. Picea pungens Paper birch…………….. Betula papyrifera White oak……………… Quercus alba Moutain ash……………. Sorbus aucuparia Red pine……………….. Pinus resinosa Japanese maple………… Acer palmatum 1 If a tree species does not appear on the list, insufficient information is available to rate it for this purpose. New York State Standards and Specifications Page 2.29 July 2016 For Erosion and Sediment Control Definition & Scope A collection of management practices intended to control non-sediment pollutants associated with construction activities to prevent the generation of pollutants due to improper handling, storage, and spills and prevent the movement of toxic substances from the site into surface waters. Conditions Where Practice Applies On all construction sites where the earth disturbance exceeds 5,000 square feet, and involves the use of fertilizers, pesticides, petroleum based chemicals, fuels and lubricants, as well as sealers, paints, cleared woody vegetation, garbage, and sanitary wastes. Design Criteria The variety of pollutants on a particular site and the severity of their impacts depend on factors such as the nature of the construction activity, the physical characteristics of the construction site, and the proximity of water bodies and conveyances to the pollutant source. 1. All state and federal regulations shall be followed for the storage, handling, application, usage, and disposal of pesticides, fertilizers, and petroleum products. 2. Vehicle and construction equipment staging and maintenance areas will be located away from all drainage ways with their parking areas graded so the runoff from these areas is collected, contained and treated prior to discharge from the site. 3. Provide sanitary facilities for on-site personnel. 4. Store, cover, and isolate construction materials including topsoil, and chemicals, to prevent runoff of pollutants and contamination of groundwater and surface waters. 5. Develop and implement a spill prevention and control plan. The plan should include NYSDEC’s spill reporting and initial notification requirements. 6. Provide adequate disposal for solid waste including woody debris, stumps, and other construction waste and include these methods and directions in the construction details on the site construction drawings. Fill, woody debris, stumps and construction waste shall not be placed in regulated wetlands, streams or other surface waters. 7. Distribute or post informational material regarding proper handling, spill response, spill kit location, and emergency actions to be taken, to all construction personnel. 8. Refueling equipment shall be located at least 100 feet from all wetlands, streams and other surface waters. STANDARD AND SPECIFICATIONS FOR SITE POLLUTION PREVENTION July 2016 Page 2.30 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A stabilized pad of aggregate underlain with geotextile located at any point where traffic will be entering or leaving a construction site to or from a public right-of-way, street, alley, sidewalk, or parking area. The purpose of stabilized construction access is to reduce or eliminate the tracking of sediment onto public rights-of-way or streets. Conditions Where Practice Applies A stabilized construction access shall be used at all points of construction ingress and egress. Design Criteria See Figure 2.1 on page 2.31 for details. Aggregate Size: Use a matrix of 1-4 inch stone, or reclaimed or recycled concrete equivalent. Thickness: Not less than six (6) inches. Width: 12-foot minimum but not less than the full width of points where ingress or egress occurs. 24-foot minimum if there is only one access to the site. Length: As required, but not less than 50 feet (except on a single residence lot where a 30 foot minimum would apply). Geotextile: To be placed over the entire area to be covered with aggregate. Filter cloth will not be required on a single-family residence lot. Piping of surface water under entrance shall be provided as required. If piping is impossible, a mountable berm with 5:1 slopes will be permitted. Criteria for Geotextile: The geotextile shall be woven or nonwoven fabric consisting only of continuous chain polymeric filaments or yarns of polyester. The fabric shall be inert to commonly encountered chemicals, hydro-carbons, mildew, rot resistant, and conform to the fabric properties as shown: Maintenance The access shall be maintained in a condition which will prevent tracking of sediment onto public rights-of-way or streets. This may require periodic top dressing with additional aggregate. All sediment spilled, dropped, or washed onto public rights-of-way must be removed immediately. When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with aggregate, which drains into an approved sediment- trapping device. All sediment shall be prevented from entering storm drains, ditches, or watercourses. STANDARD AND SPECIFICATIONS FOR STABILIZED CONSTRUCTION ACCESS Fabric Proper- ties3 Light Duty1 Roads Grade Sub- grade Heavy Duty2 Haul Roads Rough Graded Test Meth- od Grab Tensile Strength (lbs) 200 220 ASTM D1682 Elongation at Failure (%) 50 60 ASTM D1682 Mullen Burst Strength (lbs) 190 430 ASTM D3786 Puncture Strength (lbs) 40 125 ASTM D751 Modified Equivalent 40-80 40-80 US Std Sieve Opening Size CW-02215 Aggregate Depth 6 10 - 1Light Duty Road: Area sites that have been graded to subgrade and where most travel would be single axle vehicles and an occasional multi-axle truck. Acceptable materials are Trevira Spunbond 1115, Mirafi 100X, Typar 3401, or equivalent. 2Heavy Duty Road: Area sites with only rough grading, and where most travel would be multi-axle vehicles. Acceptable materials are Trevira Spunbond 1135, Mirafi 600X, or equivalent. 3Fabrics not meeting these specifications may be used only when design procedure and supporting documentation are supplied to determine ag-gregate depth and fabric strength. New York State Standards and Specifications Page 2.31 July 2016 For Erosion and Sediment Control Figure 2.1 Stabilized Construction Access July 2016 Page 2.32 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A temporary access waterway crossing is a structure placed across a waterway to provide access for construction purposes for a period of less than one year. Consideration should be given to stream flow capacity and velocity anticipated during the period of time that the temporary structures will be in place. Temporary access crossings shall not be utilized to maintain traffic for the general public. The purpose of the temporary access waterway crossing is to provide safe, environmentally sound access across a waterway for construction equipment by establishing minimum standards and specifications for the design, construction, maintenance, and removal of the structure. This standard and specification may represent a channel constriction, thus, the temporary nature of waterway access crossing must be stressed. They should be planned to be in service for the shortest practical period of time and removed as soon as their function is completed. Conditions Where Practice Applies This standard and specification for temporary access waterway crossings is applicable in non-tidal waterways. It provides designs based on waterway geometry rather than the drainage area contributing to the point of crossing. The principal consideration for development of the standard and specifications is concern for erosion and sediment control, tracking soil into waterways, blocking fish passage and destruction of aquatic habitat. Structural utility and safety must also be considered when designing temporary access waterway crossings to withstand expected loads. The three types of standard temporary access waterway crossings are bridges, culverts, and fords. General Requirements 1. In-Stream Excavation: In-Stream excavation shall be limited to only that necessary to allow installation of the standard methods as presented in Subsection “Temporary Access Waterway Crossing Methods.” 2. Elimination of Fish Migration Barriers: Of the two basic methods presented in Subsection “Temporary Access Waterway Crossing Methods,” bridges pose the least potential for creating barriers to aquatic migration. The construction of any specific crossing method as presented in Subsection “Temporary Access Waterway Crossing Methods,” shall not cause a significant water level difference between the upstream and downstream water surface elevations. Fish spawning or migration within waterways generally occurs between October 1 to May 31 for water classified for trout and from March 15 to July 15 for other streams. Fish spawning or migration dates can vary across New York and restrictions imposed by the NYS Department of Environmental Conservation may vary and must be checked. 3. Crossing Alignment: The temporary waterway crossing shall be at right angles to the stream. Where approach conditions dictate, the crossing may vary 15 degrees from a line drawn perpendicular to the centerline of the stream at the intended crossing location. 4. Road Approaches: The centerline of both roadway approaches shall coincide with the crossing alignment centerline for a minimum distance of 50 feet from each bank of the waterway being crossed. If physical or right-of-way restraints preclude the 50 feet minimum, a shorter distance may be provided. All fill materials associated with the roadway approach shall be limited to a maximum height of 2 feet above the existing flood plain elevation. 5. Surface Water Diverting Structure: A water diverting structure such as a swale shall be constructed (across the roadway on both roadway approaches) 50 feet (maximum) on either side of the waterway crossing. This will prevent roadway surface runoff from directly entering the waterway. The 50 feet is measured from the top of the waterway bank. Design criteria for this diverting structure shall be in accordance with the “Standard and Specification” for STANDARD AND SPECIFICATIONS FOR TEMPORARY ACCESS WATERWAY CROSSING New York State Standards and Specifications Page 2.33 July 2016 For Erosion and Sediment Control the individual design standard of choice. If the roadway approach is constructed with a reverse grade away from the waterway, a separate diverting structure is not required. 6. Road Width: All crossings shall have one traffic lane. The minimum width shall be 12 feet with a maximum width of 20 feet. 7. Time of Operation: All temporary crossing shall be removed within 14 calendar days after the structure is no longer needed. Unless prior written approval is obtained, all structures shall be removed within one year from the date of the installation. 8. Materials A. Aggregate: There shall be no earth or soil materials used for construction within the waterway channel. NYS DOT specifications for coarse aggregate designation No. 4 (2” to 4”), also referenced as AASHTO designation No. 1, shall be the minimum acceptable aggregate size for temporary crossings. Larger aggregates will be allowed. B. Filter Cloth: Filter cloth is a fabric consisting of either woven or nonwoven plastic, polypropylene, or nylon used to distribute the load, retain fines, allow increased drainage of the aggregate and reduce mixing of the aggregate with the subgrade soil. The designer shall specify the appropriate filter fabric/cloth for a specific use. Temporary Access Waterway Crossing Methods The following criteria for erosion and sediment control shall be considered when selecting a specific temporary access waterway crossing standard method: 1. Site aesthetics: Select a standard design method that will least disrupt the existing terrain of the stream reach. Consider the effort that will be required to restore the area after the temporary crossing is removed. 2. Site location: Locate the temporary crossing where there will be the least disturbance to the soils of the existing waterway banks. When possible, locate the crossing at a point receiving minimal surface runoff. 3. Physical site constraints: The physical constraints of a site may preclude the selection of one or more of the standard methods. 4. Time of year: The time of year may preclude the selection of one or more of the standard methods due to fish spawning or migration restrictions. 5. Vehicular loads and traffic patterns: Vehicular loads, traffic patterns, and frequency of crossing should be considered in choosing a specific method. 6. Maintenance of crossing: The standard methods will require various amounts of maintenance. The bridge method should require the least maintenance, whereas the ford method will probably require more intensive maintenance. 7. Removal of the Structure: Ease of removal and subsequent damage to the waterway should be primary factors in considering the choice of a standard method. Temporary Access Bridge (Figure 2.2 on page 2.36) A temporary access bridge is a structure made of wood, metal, or other materials, which provides access across a stream or waterway. Considerations: 1. This is the preferred method for temporary access waterway crossings. Normally, bridge construction causes the least disturbance to the waterway bed and banks when compared to the other access waterway crossings. 2. Most bridges can be quickly removed and reused. 3. Temporary access bridges pose the least chance for interference with fish migration when compared to the other temporary access waterway crossings. 4. Span width will be limited by the length of the bridging material and weight of equipment that will drive over the temporary bridge. Spans of over 10 feet are difficult to construct. 5. Restrictions and Permits: A permit from the New York State Department of Environmental Conservation, Division of Environmental Permits, Regional Permit Administrator, will be needed to install and remove temporary access culverts in streams with a classification of C(T) and higher. Installation and removal may not be permitted during the period of time from the start of trout spawning until the eggs have hatched. In some instances, restrictions may also be applied to bass spawning waters. Construction Specifications: 1. Restriction: Construction, use, or removal of a temporary access bridge will not normally have any time of year restrictions if construction, use, or July 2016 Page 2.34 New York State Standards and Specifications For Erosion and Sediment Control removal does not disturb the stream or its banks. 2. Bridge Placement: A temporary bridge structure shall be constructed at or above bank elevation to prevent the entrapment of floating materials and debris. 3. Abutments: Abutments shall be placed parallel to and on stable banks. 4. Bridge Span: Bridges shall be constructed to span the entire channel. If a footing, pier, or bridge support is constructed within the waterway, a stream- disturbance permit may be required. 5. Stringers: Stringers shall either be logs, saw timber, pre-stressed concrete beams, metal beams, or other approved materials. 6. Deck Material: Decking shall be of sufficient strength to support the anticipated load. All decking members shall be placed perpendicular to the stringers, butted tightly, and securely fastened to the stringers. Decking materials must be butted tightly to prevent any soil material tracked onto the bridge from falling into the waterway below. 7. Run Planks (optional): Run planking shall be securely fastened to the length of the span. One run plank shall be provided for each track of the equipment wheels. Although run planks are optional, they may be necessary to properly distribute loads. 8. Curbs or Fenders: Curbs or fenders may be installed along the outer sides of the deck. Curbs or fenders are an option, which will provide additional safety. 9. Bridge Anchors: Bridges shall be securely anchored at only one end using steel cable or chain. Anchoring at only one end will prevent channel obstruction in the event that floodwaters float the bridge. Acceptable anchors are large trees, large boulders, or driven steel anchors. Anchoring shall be sufficient to prevent the bridge from floating downstream and possibly causing an obstruction to the flow. 10. Stabilization: All areas disturbed during installation shall be stabilized within 14 calendar days of that disturbance in accordance with the Standard and Specification for Temporary Construction Area Seeding on page 4.58. Bridge Maintenance Requirements 1. Inspection: Periodic inspection shall be performed by the user to ensure that the bridge, streambed, and streambanks are maintained and not damaged. 2. Maintenance: Maintenance shall be performed, as needed to ensure that the structure complies with the standard and specifications. This shall include removal and disposal of any trapped sediment or debris. Sediment shall be disposed of outside of the floodplain and stabilized. Bridge Removal and Clean-Up Requirements 1. Removal: When the temporary bridge is no longer needed, all structures including abutments and other bridging materials shall be removed within 14 calendar days. In all cases, the bridge materials shall be removed within one year of installation. 2. Final Clean-Up: Final clean-up shall consist of removal of the temporary bridge from the waterway, protection of banks from erosion, and removal of all construction materials. All removed materials shall be stored outside the waterway floodplain. 3. Method: Removal of the bridge and clean-up of the area shall be accomplished without construction equipment working in the waterway channel. 4. Final Stabilization: All areas disturbed during removal shall be stabilized within 14 calendar days of that disturbance in accordance with the Standard and Specifications for Permanent Construction Area Planting on page 4.42. Temporary Access Culvert (Figure 2.3 on page 2.37) A temporary access culvert is a structure consisting of a section(s) of circular pipe, pipe arches, or oval pipes of reinforcing concrete, corrugated metal, or structural plate, which is used to convey flowing water through the crossing. Considerations 1. Temporary culverts are used where a) the channel is too wide for normal bridge construction, b) anticipated loading may prove unsafe for single span bridges, or c) access is not needed from bank to bank. 2. This temporary waterway crossing method is normally preferred over a ford type of crossing, since disturbance to the waterway is only during construction and removal of the culvert. 3. Temporary culverts can be salvaged and reused. Construction Specifications 1. Restrictions and Permits: A permit from the New York State Department of Environmental New York State Standards and Specifications Page 2.35 July 2016 For Erosion and Sediment Control Conservation, Division of Environmental Permits, Regional Permit Administrator, will be needed to install and remove temporary access culverts in streams with a classification of C(T) and higher. Installation and removal may not be permitted during the period of time from the start of trout spawning until the eggs have hatched. In some instances, restrictions may also be applied to bass spawning waters. 2. Culvert Strength: All culverts shall be strong enough to support their cross sectional area under maximum expected loads. 3. Culvert Size: The size of the culvert pipe shall be the largest pipe diameter that will fit into the existing channel without major excavation of the waterway channel or without major approach fills. If a channel width exceeds 3 feet, additional pipes may be used until the cross sectional area of the pipes is greater than 60 percent of the cross sectional area of the existing channel. The minimum size culvert that may be used is 12-inch diameter pipe. 4. Culvert Length: The culvert(s) shall extend a minimum of one foot beyond the upstream and downstream toe of the aggregate placed around the culvert. In no case shall the culvert exceed 40 feet in length. 5. Filter Cloth: Filter cloth shall be placed on the streambed and streambanks prior to placement of the pipe culvert(s) and aggregate. The filter cloth shall cover the streambed and extend a minimum six inches and a maximum one foot beyond the end of the culvert and bedding material. Filter cloth reduces settlement and improves crossing stability. 6. Culvert Placement: The invert elevation of the culvert shall be installed on the natural streambed grade to minimize interference with fish migration (free passage of fish). 7. Culvert Protection: The culvert(s) shall be covered with a minimum of one foot of aggregate. If multiple culverts are used, they shall be separated by at least 12 in. of compacted aggregate fill. At the minimum, the bedding and fill material used in the construction of the temporary access culvert crossings shall conform with the aggregate requirements cited in the General Requirements subsection. 8. Stabilization: All areas disturbed during culvert installation shall be stabilized within 14 calendar days of the disturbance in accordance with the Standard for Permanent Construction Area Plantings. Culvert Maintenance Requirements 1. Inspection: Periodic inspection shall be performed to ensure that the culverts, streambed, and streambanks are not damaged, and that sediment is not entering the stream or blocking fish passage or migration. 2. Maintenance: Maintenance shall be performed, as needed in a timely manner to ensure that structures are in compliance with this standard and specification. This shall include removal and disposal of any trapped sediment or debris. Sediment shall be disposed of and stabilized outside the waterway flood plain. Culvert Removal and Clean-Up Requirements 1. Removal: When the crossing has served its purpose, all structures, including culverts, bedding, and filter cloth materials shall be removed within 14 calendar days. In all cases, the culvert materials shall be removed within one year of installation. No structure shall be removed during the spawning season (generally October 1 through May 31 for trout waters and March 15 through July 15 for other waters). 2. Final Clean-Up: Final clean-up shall consist of removal of the temporary structure from the waterway, removal of all construction materials, restoration of original stream channel cross section, and protection of the streambanks from erosion. Removed material shall be stored outside of the waterway floodplain. 3. Method: Removal of the structure and clean-up of the area shall be accomplished without construction equipment working in the waterway channel. 4. Final Stabilization: All areas disturbed during culvert removal shall be stabilized within 14 calendar days of the disturbance in accordance with the Standard for Permanent Construction Area Plantings. NOTE: Any temporary access crossing shall conform to the technical requirements of this Standard and Specifications as well as any specific requirement imposed by the New York State Department of Environmental Conservation and the US Army Corps of Engineers. Permits may be required for streambank disturbance. New York State Standards and Specifications Page 2.36 July 2016 For Erosion and Sediment Control Figure 2.2 Temporary Access Bridge New York State Standards and Specifications Page 2.37 July 2016 For Erosion and Sediment Control Figure 2.3 Temporary Access Culvert July 2016 Page 2.38 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A temporary site specific, enhanced erosion and sediment control plan to manage runoff and sediment at the site during construction activities in the winter months to protect off-site water resources. Conditions Where Practice Applies This standard applies to all construction activities involved with ongoing land disturbance and exposure between November 15th to the following April 1st. Design Criteria 1. Prepare a snow management plan with adequate storage for snow and control of melt water, requiring cleared snow to be stored in a manner not affecting ongoing construction activities. 2. Enlarge and stabilize access points to provide for snow management and stockpiling. Snow management activities must not destroy or degrade installed erosion and sediment control practices. 3. A minimum 25 foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes that are visible above the snow pack. 4. Edges of disturbed areas that drain to a waterbody within 100 feet will have 2 rows of silt fence, 5 feet apart, installed on the contour. 5. Drainage structures must be kept open and free of snow and ice dams. All debris, ice dams, or debris from plowing operations, that restrict the flow of runoff and meltwater, shall be removed. 6. Sediment barriers must be installed at all appropriate perimeter and sensitive locations. Silt fence and other practices requiring earth disturbance must be installed before the ground freezes. 7. Soil stockpiles must be protected by the use of established vegetation, anchored straw mulch, rolled stabilization matting, or other durable covering. A barrier must be installed at least 15 feet from the toe of the stockpile to prevent soil migration and to capture loose soil. 8. 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 (3) days. Rolled erosion control blankets must be used on all slopes 3 horizontal to 1 vertical or steeper. 9. If straw mulch alone is used for temporary stabilization, it shall be applied at double the standard rate of 2 tons per acre, making the application rate 4 tons per acre. Other manufactured mulches should be applied at double the manufacturer’s recommended rate. 10. To ensure adequate stabilization of disturbed soil in advance of a melt event, areas of disturbed soil should be stabilized at the end of each work day unless: a. work will resume within 24 hours in the same area and no precipitation is forecast or; b. the work is in disturbed areas that collect and retain runoff, such as open utility trenches, foundation excavations, or water management areas. 11. Use stone paths to stabilize access perimeters of buildings under construction and areas where construction vehicle traffic is anticipated. Stone paths should be a minimum 10 feet in width but wider as necessary to accommodate equipment. Maintenance The site shall be inspected frequently to ensure that the erosion and sediment control plan is performing its winter stabilization function. If the site will not have earth disturbing activities ongoing during the “winter season”, all bare exposed soil must be stabilized by established vegetation, straw or other acceptable mulch, matting, rock, or other approved material such as rolled erosion control products. Seeding of areas with mulch cover is preferred but seeding alone is not acceptable for proper stabilization. Compliance inspections must be performed and reports filed properly in accordance with the SWPPP for all sites under a winter shutdown. STANDARD AND SPECIFICATIONS FOR WINTER STABILIZATION New York State Standards and Specifications Page 2.39 July 2016 For Erosion and Sediment Control References 1. Northeastern Illinois Soil and Sedimentation Control Steering Committee. October 1981. Procedures and Standards for Urban Soil Erosion and Sediment Control in Illinois. 2. J.F. Rushing, V.M. Moore, J.S. Tingle, Q. Mason, and T. McCaffery, 2005. Dust Abatement Methods for Lines of Communication and Base Camps in Temperate Climates. ERDC/GSL TR-05-23, October 2005. July 2016 Page 3.2 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR CHECK DAM Definition & Scope Small barriers or dams constructed of stone, bagged sand or gravel, or other durable materials across a drainageway to reduce erosion in a drainage channel by reducing the veloci-ty of flow in the channel. Conditions Where Practice Applies This practice is used as a temporary and, in some cases, a permanent measure to limit erosion by reducing veloci-ties in open channels that are degrading or subject to ero-sion or where permanent stabilization is impractical due to short period of usefulness and time constraints of construc-tion. Design Criteria Drainage Area: Maximum drainage area above the check dam shall not exceed two (2) acres. Height: Not greater than 2 feet. Center shall be main-tained 9 inches lower than abutments at natural ground ele-vation. Side Slopes: Shall be 2:1 or flatter. Spacing: The check dams shall be spaced as necessary in the channel so that the crest of the downstream dam is at the elevation of the toe of the upstream dam. This spacing is equal to the height of the check dam divided by the chan-nel slope. Therefore: Where: S = spacing interval (ft.) h = height of check dam (ft.) s = channel slope (ft./ft.) Example: For a channel with a 4% slope and 2 ft. high stone check dams, they are spaced as follows: For stone check dams: Use a well graded stone matrix 2 to 9 inches in size (NYS – DOT Light Stone Fill meets these requirements). The overflow of the check dams will be stabilized to resist erosion that might be caused by the check dam. See Figure 3.1 on page 3.3 for details. Check dams should be anchored in the channel by a cutoff trench 1.5 ft. wide and 0.5 ft. deep and lined with filter fab-ric to prevent soil migration. For filter sock or fiber roll check dams: The check dams will be anchored by staking the dam to the earth contact surface. The dam will extend to the top of the bank. The check dam will have a splash apron of NYS DOT #2 crushed stone extending a minimum 3 feet downstream from the dam and 1 foot up the sides of the channel. The compost and materials for a filter sock check dam shall meet the requirements shown in the standard for Compost Filter Sock on page 5.7. Maintenance The check dams should be inspected after each runoff event. Correct all damage immediately. If significant ero-sion has occurred between structures, a liner of stone or other suitable material should be installed in that portion of the channel or additional check dams added. Remove sediment accumulated behind the dam as needed to allow channel to drain through the stone check dam and prevent large flows from carrying sediment over the dam. New York State Standards and Specifications Page 3.3 July 2016 For Erosion and Sediment Control Figure 3.1 Stone Check Dam Detail July 2016 Page 3.4 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR CONSTRUCTION DITCH Definition & Scope A temporary excavated drainage way to intercept sediment laden water and divert it to a sediment trapping device or to prevent runoff from entering disturbed areas by intercepting and diverting it to a stabilized outlet. Conditions Where Practice Applies Construction ditches are constructed: 1. to divert flows from entering a disturbed area. 2. intermittently across disturbed areas to shorten over-land flow distances. 3. to direct sediment laden water along the base of slopes to a trapping device. 4. to transport offsite flows across disturbed areas such as rights-of-way. Ditches collecting runoff from disturbed areas shall remain in place until the disturbed areas are permanently stabilized. Design Criteria See Figure 3.2 on page 3.6 for details. General For drainage areas larger than 10 acres, refer to the Standard and Specification for Grassed Waterways on page 3.23 and 3.24. Stabilization Stabilization of the ditch shall be completed within 2 days of installation in accordance with the appropriate standard and specifications for vegetative stabilization or stabiliza-tion with mulch as determined by the time of year. The flow channel shall be stabilized as per the following criteria: The seeding for vegetative stabilization shall be in accord-ance with the standard on Page 4.78. The seeded area will be mulched in accordance with the standard on Page 4.39. Type of Treat- ment Channel Grade1 Flow Channel A (<5 Ac.) B (5-10 Ac.) 1 0.5-3.0% Seed & Straw Mulch Seed & Straw Mulch 2 3.1-5.0% Seed & Straw Mulch Seed and cover with RECP2, Sod, or lined with plastic or 2” stone 3 5.1-8.0% Seed and cover with RECP2, Sod, or line with plastic or 2 in. stone Line with 4-8 in. rip-rap or, geo-textile 4 8.1-10% Line with 4-8 in. rip-rap or geotextile Site Specific De-sign 1 In highly erodible soils, as defined by the local approv-ing agency, refer to the next higher slope grade for type of stabilization. 2 Rolled Erosion Control Product. Ditch A Ditch B Drainage Area <5 Ac 5-10 Ac Bottom Width of Flow Channel 4 ft. 6 ft. Depth of Flow Channel 1 ft. 1 ft. Side Slopes 2:1 or flatter 2:1 or flatter Grade 0.5% Min. 10% Max. 0.5% Min. 10% Max. New York State Standards and Specifications Page 3.5 July 2016 For Erosion and Sediment Control Outlet Ditch shall have an outlet that functions with a minimum of erosion, and dissipates runoff velocity prior to discharge off the site. Runoff shall be conveyed to a sediment trapping device such as a sediment trap or sediment basin until the drainage area above the ditch is adequately stabilized. The on-site location may need to be adusted to meet field conditions in order to utilize the most suitable outlet condi-tion. If a ditch is used to divert clean water flows from entering a disturbed area, a sediment trapping device may not be need-ed. July 2016 Page 3.6 New York State Standards and Specifications For Erosion and Sediment Control Figure 3.2 Construction Ditch Detail New York State Standards and Specifications Page 3.7 July 2016 For Erosion and Sediment Control Definition & Scope A temporary pit which is constructed using pipe and stone for pumping excessive water from excavations to a suitable discharge area. Conditions Where Practice Applies Sump pits are constructed when water collects during the excavation phase of construction. This practice is particularly useful in urban areas during excavation for building foundations. It may also be necessary during construction activities that encounter high ground water tables in floodplain locations. Design Criteria The number of sump pits and their locations shall be determined by the contractor/engineer. A design is not required, but construction should conform to the general criteria outlined on Figure 3.3 on page 3.8. A perforated vertical standpipe is placed in the center of the pit and surrounded with a stone screening material to collect filtered water. Water is then pumped from the center of the pipe to a suitable discharge area. Discharge of turbid water pumped from the standpipe should be to a sediment trap, sediment basin, filter bag or stabilized area, such as a filter strip. If water from the sump pit will be pumped directly to a storm drain system, filter cloth with an equivalent sieve size between 40-80 should be wrapped around the standpipe to ensure clean water discharge. It is recommended that ¼ to ½ inch hardware cloth be wrapped around and secured to the standpipe prior to attaching the filter cloth. This will increase the rate of water seepage into the standpipe. STANDARD AND SPECIFICATIONS FOR DEWATERING SUMP PIT July 2016 Page 3.8 New York State Standards and Specifications For Erosion and Sediment Control Figure 3.3 Dewatering Sump Pit Detail July 2016 Page 3.16 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR FLOW DIFFUSER Definition & Scope A permanent non-erosive outlet for concentrated runoff constructed to diffuse flow uniformly through a stone ma- trix onto a stablilized area in the form of shallow, low ve-locity, sheet flow. Conditions Where Practice Applies Where sediment-free stormwater runoff can be released in low velocity sheet flow down stabilized areas without caus-ing erosion; where the ground slope at the outlet of the dif-fuser is less than 30% and the runoff will not re-concentrate after release; and where construction of a flow spreader is not practicable. Design Criteria 1. Drainage area: The maximum drainage area to the diffuser may not exceed 0.10 acre per foot length of the flow diffuser. The drainage area served by the diffuser discharging directly cannot be 10-20% more than half the size of the receiving buffer area. 2. Discharge from diffuser onto receiving area: The peak stormwater flow rate from a flow diffuser onto a receiving area from a 10-year 24-hour storm must be less than 0.25 cubic feet per second (0.25 cfs) per linear foot of weir crest length. 3. Receiving area of buffer: Each flow diffuser shall have a vegetated receiving area with a minimum con-tinuous length of 150 feet and the capacity to pass the flow without erosion. The receiving area shall be sta-ble prior to the construction of the flow diffuser. The receiving area shall have topography regular enough to prevent undue flow concentration before entering a stable watercourse but it shall have a slope that is less than 30%. If the receiving area is not presently stable, then the receiving area shall be stabilized prior to con-struction of the flow diffuser. The receiving area be-low the flow diffuser shall be protected from harm dur-ing construction. Sodding and/or turf reinforcement mat (TRM) in combination with vegetative measures shall stabilize disturbed areas. The receiving area shall not be used by the flow diffuser until stabilization has been accomplished. A temporary diversion may be necessary in this case. 4. Cross-section: The minimum stone diffuser cross-section shall be trapezoidal with a height of 1 foot above natural ground; top width equal to 2 foot and side slope equal to 1 horizontal to 1 vertical. The stor-age area behind the diffuser shall be excavated to a depth of 1 foot and overall width of storage area equal to 6 feet minimum. 5. Sizing the diffuser: The length of the stone diffuser is governed by the size of the stone in the structure, the height of the diffuser, and the flow length through it. The following equation is used to establish the design of the diffuser: Where: Qd = Outflow through the stone diffuser (cfs) h = Ponding depth behind the diffuser (ft.) W = Linear length of the diffuser along centerline (ft.) L = Average horizontal flow length through the diffuser perpendicular to the centerline (ft.) D = Average stone diameter (d50) in the structure (ft.) The maximum d50 size shall be 9” or 0.75’. The designer shall calculate the length of diffuser needed depending on the geometry of the cross-section and rock size to be used recognizing that the maximum allowable discharge through the diffuser shall be 0.25 cfs per foot of length. Once the discharge is calculated for the 10 year storm for the drainage area to the diffuser (Q10) it can be divided by the design discharge of the diffuser to determine the diffus-er length as follows: New York State Standards and Specifications Page 3.17 July 2016 For Erosion and Sediment Control Where: Qd = Outflow through the stone diffuser (cfs/ft) Q10 = Discharge rate for the 10 year storm (cfs) W = Linear length of the diffuser along centerline (ft.) Design examples are shown in Appendix B. July 2016 Page 3.18 New York State Standards and Specifications For Erosion and Sediment Control Figure 3.6 Flow Diffuser Detail New York State Standards and Specifications Page 3.19 July 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR FLOW SPREADER Definition & Scope A permanent or temporary, non-erosive outlet for con-centrated runoff, constructed to disperse concentrated flow uniformly over a hardened weir into a stabilized area as shallow, low velocity, sheet flow. Conditions Where Practice Applies Where sediment-free storm runoff can be released in sheet flow down a stabilized slope without causing erosion; where a hardened level weir can be constructed without filling; where the area below the weir is uniform with a slope of 10% or less and the runoff will not re-concentrate after release; and where no traffic will disturb the flow spreader. Design Criteria 1. Drainage area: The maximum drainage area to the spreader may not exceed 5 acres. 2. Discharge to a flow spreader: The peak stormwater flow rate to a flow spreader due to runoff from a 10-year 24-hour storm must be less than 0.5 cubic feet per second (0.5 cfs) per foot length of flow spreader lip. 3. Length of flow spreader: The flow spreader length may not be more than 30 feet if flow is entering from one end of the spreader. Longer lengths require flow to split evenly from the center of the spreader. 4. Receiving area of buffer: Each flow spreader shall have a vegetated receiving area with the capacity to pass the flow without erosion. The receiving area shall be stable prior to the construction of the flow spreader. The receiving area shall have topography regular enough to prevent undue flow concentration before entering a stable watercourse but it shall have a slope that is less than 10%. If the receiving area is not pres-ently stable, then the receiving area shall be stabilized prior to construction of the flow spreader. The receiv-ing area below the flow spreader shall be protected from harm during construction. Sodding and/or turf reinforced mat in combination with vegetative measures shall stabilize disturbed areas. The receiving area shall not be used by the flow spreader until stabili-zation has been accomplished. A temporary diversion may be necessary in this case. 5. Weir: The weir of the flow spreader should consist of a pressure treated 2”x12” timber plank laid on edge and set at level elevation perpendicular to flow. Alter-nate hardened weir structures may be used as long as a hard, durable, continuous weir is maintained. 6. Channel: The flow spreader entrance channel shall be a minimum of 1 foot deep with a minimum 2 foot bottom width to trap sediment and reduce lateral flow velocities. Side slopes shall be 2:1 or flatter. The channel shall be constructed with a 0% grade to ensure uniform flow distribution. Velocity entering the chan-nel shall be reduced to ensure non-erosive low ap-proach velocity in the weir. 7. Maintenance: Long term maintenance of the flow spreader is essential to ensure its continued effective-ness. The following provisions should be followed. In the first year the flow spreader should be inspected semi annually and following major storm events for any signs of channelization and should be immediately repaired. After the first year, annual inspection should be sufficient. Spreaders constructed of wood, asphalt, stone or concrete curbing require periodic inspection to check for damage and to be repaired as needed. A. Inspections: At least once a year, the spreader pool should be inspected for sand accumulation and debris that may reduce capacity. B. Maintenance Access: Flow spreaders should be sited to provide easy access for removal of accu-mulated sediment and rehabilitation of the berm. C. Debris Removal: Debris buildup within the channel should be removed when it has accumulat-ed to approximately 10 to 20% of design volume or channel capacity. Remove debris such as leaf litter, branches, tree growth and any sediment build-up from the spreader and dispose of appro-priately. D. Mowing: Vegetated spreaders may require New York State Standards and Specifications Page 3.20 July 2016 For Erosion and Sediment Control Figure 3.7 Flow Spreader Detail New York State Standards and Specifications Page 3.27 July 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR LINED WATERWAY Definition & Scope A permanent waterway or outlet with a lining of concrete, stone, or other durable, hardened material. The lined sec-tion extends up the side slopes to the designed depth. The earth above the permanent lining may be vegetated or other-wise protected. The lined waterway is constructed to provide for the dispos-al of concentrated runoff without damage from erosion or flooding, where grassed waterways would be inadequate due to high velocities. Conditions Where Practice Applies This standard applies to waterways or outlets with linings of cast-in-place concrete, flagstone mortared in place, rock riprap, gabions, or similar permanent linings. It does not apply to irrigation ditch or canal linings, grassed waterways with stone centers or small lined sections that carry pro-longed low flows, or to reinforced concrete channels. Lined waterways should not be used if they are directly discharg-ing to C(T) or higher streams unless thermal impacts are mitigated by biotechnical practices (Section 4). The maxi- mum capacity of the waterway flowing at design depth shall not exceed 100 cubic feet per second. This practice applies where the following or similar condi-tions exist: 1. Concentrated runoff is such that a lining is required to control erosion. 2. Steep grades, wetness, prolonged base flow, seepage, or piping that would cause erosion. 3. The location is such that damage from use by people or animals precludes use of vegetated waterways or out- lets. 4. Soils are highly erosive or other soil and climate condi-tions preclude using vegetation. 5. High value property or adjacent facilities warrant the extra cost to contain design runoff in a limited space. Design Criteria Capacity 1. The minimum capacity shall be adequate to carry the peak rate of runoff from a 10-year, 24-hour storm. Velocity shall be computed using Manning’s equation with a coefficient of roughness “n” as follows: 2. Riprap gradation and filter (bedding) are generally de-signed in accordance with criteria set forth in the Na-tional Cooperative Highway Research Program Report 108, available from the University Microfilm Interna- tional, 300 N. Zeeb Road, Ann Arbor, Michigan 48106, Publication No. PB-00839; or the Hydraulic Engineering Circular No. 11, prepared by the U.S. Bu-reau of Public Roads, available from Federal Highway Administration, 400 7th Street, S.W., Washington, D.C. 20590, HNG-31, or the procedure in the USDA-NRCS’s Engineering Field Manual, Chapter 16. Velocity 1. Maximum design velocity shall be as shown below. Except for short transition sections, flow with a channel gradient within the range of 0.7 to 1.3 of this flow’s critical slope must be avoided unless the channel is straight. Velocities exceeding critical will be restricted to straight reaches. Lined Material “n” Concrete (Type): Trowel Finish 0.015 Float Finish 0.019 Gunite 0.019 Flagstone 0.022 Riprap Determine from Figure 3.11 on page 3.30 Gabion 0.030 New York State Standards and Specifications Page 3.28 July 2016 For Erosion and Sediment Control 2. Waterways or outlets with velocities exceeding critical shall discharge into an energy dissipater to reduce ve-locity to less than critical, or to a velocity the down-stream soil and vegetative conditions will allow. Cross Section The cross section shall be triangular, parabolic, or trapezoi-dal. Monolithic concrete or gabions may be rectangular. Freeboard The minimum freeboard for lined waterways or outlets shall be 0.25 feet above design high water in areas where erosion resistant vegetation cannot be grown adjacent to the paved side slopes. No freeboard is required where good vegeta-tion can be grown and is maintained. Side Slope Steepest permissible side slopes, horizontal to vertical will be as follows: 1. Non-Reinforced Concrete Hand-placed, formed concrete Height of lining, 1.5 ft or less ................. Vertical Hand placed screened concrete or mortared In-place flagstone Height of lining, less than 2 ft .................... 1 to 1 Height of lining, more than 2 ft .................. 2 to 1 2. Slip form concrete: Height of lining, less than 3 ft .................... 1 to 1 3. Rock Riprap ...................................................... 2 to 1 4. Gabions ......................................................... Vertical 5. Pre-cast Concrete Sections ............................ Vertical Lining Thickness Minimum lining thickness shall be as follows: 1. Concrete ................... 4 in. (In most problem areas, shall be 5 in. with welded wire fabric reinforcing) 2. Rock Riprap ............. 1.5 x maximum stone size plus thickness of filter or bedding. 3. Flagstone .................. 4 in. including mortar bed. Related Structures Side inlets, drop structures, and energy dissipaters shall meet the hydraulic and structural requirements of the site. Filters or Bedding Filters or bedding to prevent piping, reduce uplift pressure, and collect water will be used as required and will be de-signed in accordance with sound engineering principles. Weep holes and drains should be provided as needed. Concrete Concrete used for lining shall be so proportioned that it is plastic enough for thorough consolidation and stiff enough to stay in place on side slopes. A dense product will be required. A mix that can be certified as suitable to produce a minimum strength of at least 3,000 pounds per square inch will be required. Cement used shall be Portland Ce-ment, Type I, II, IV, or V. Aggregate used shall have a maximum diameter of 1 ½ inches. Weep holes should be provided in concrete footings and retaining walls to allow free drainage of water. Pipe used for weep holes shall be non-corrosive. Mortar Mortar used for mortared in-place flagstone shall consist of a mix of cement, sand, and water. Follow directions on the bag of mortar for proper mixing of mortar and water. Contraction Joints Contraction joints in concrete linings, where required, shall be formed transversely to a depth of about one third the thickness of the lining at a uniform spacing in the range of 10 to 15 feet. Rock Riprap or Flagstone Stone used for riprap or gabions shall be dense and hard enough to withstand exposure to air, water, freezing, and thawing. Flagstone shall be flat for ease of placement and have the strength to resist exposure and breaking. Rock riprap maximum size shall be as follows: Design Flow Depth (ft.) Maximum Velocity (ft./sec.) 0.0 - 0.5 25 0.5 - 1.0 15 Greater than 1.0 10 Velocity (f.p.s.) dmax (in.) 5.0 6 8.5 12 10 18 12 24 15 36 New York State Standards and Specifications Page 3.29 July 2016 For Erosion and Sediment Control A complete listing riprap gradations is provided in Table 4.1, page 4.9. Cutoff Walls Cutoff walls shall be used at the beginning and ending of concrete lining. For rock riprap lining, cutoff walls shall be keyed into the channel bottom and at both ends of the lin-ing. Construction Specifications 1. The foundation area shall be cleared of trees, stumps, roots, sod, loose rock, or other objectionable material. 2. The cross-section shall be excavated to the neat lines and grades as shown on the plans. Over-excavated areas shall be backfilled with moist soil compacted to the density of the surrounding material. 3. No abrupt deviations from design grade or horizontal alignment shall be permitted. 4. Concrete linings shall be placed to the thickness shown on the plans and trowel finished. Adequate precautions shall be taken to protect freshly placed concrete from extreme (hot or cold) temperatures, to ensure proper curing. 5. Filter bedding and rock riprap shall be placed to line and grade in the manner specified. 6. Construction operation shall be done in such a manner that erosion, air pollution, and water pollution will be minimized and held within legal limits. The completed job shall meet all design requirements for the appropri-ate finish. All disturbed areas shall be vegetated or otherwise protected against soil erosion. Maintenance Pavement or lining should be maintained as built to prevent undermining and deterioration. Existing trees next to pave-ments should be removed, as roots can cause uplift damage. Vegetation next to pavement should be maintained in good condition to prevent scouring if the pavement is overtopped. See Standard and Specifications for Permanent Construc-tion Area Planting on page 4.42. New York State Standards and Specifications Page 3.30 July 2016 For Erosion and Sediment Control Figure 3.11 Determining “n” for Riprap Lined Channel using Depth of Flow Chart (USDA - NRCS) New York State Standards and Specifications Page 3.39 July 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR ROCK OUTLET PROTECTION Definition & Scope A permanent section of rock protection placed at the outlet end of the culverts, conduits, or channels to reduce the depth, velocity, and energy of water, such that the flow will not erode the receiving downstream reach. Conditions Where Practice Applies This practice applies where discharge velocities and ener-gies at the outlets of culverts, conduits, or channels are suf-ficient to erode the next downstream reach. This applies to: 1. Culvert outlets of all types. 2. Pipe conduits from all sediment basins, dry storm water ponds, and permanent type ponds. 3. New channels constructed as outlets for culverts and conduits. Design Criteria The design of rock outlet protection depends entirely on the location. Pipe outlet at the top of cuts or on slopes steeper than 10 percent, cannot be protected by rock aprons or riprap sections due to re-concentration of flows and high velocities encountered after the flow leaves the apron. Many counties and state agencies have regulations and de-sign procedures already established for dimensions, type and size of materials, and locations where outlet protection is required. Where these requirements exist, they shall be followed. Tailwater Depth The depth of tailwater immediately below the pipe outlet must be determined for the design capacity of the pipe. If the tailwater depth is less than half the diameter of the out-let pipe, and the receiving stream is wide enough to accept divergence of the flow, it shall be classified as a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. If the tailwater depth is greater than half the pipe diameter and the receiving stream will continue to confine the flow, it shall be classified as a Maximum Tailwater Condition; see Figure 3.17 on page 3.43 as an example. Pipes which outlet onto flat areas with no defined channel may be assumed to have a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. Apron Size The apron length and width shall be determined from the curves according to the tailwater conditions: Minimum Tailwater – Use Figure 3.16 on page 3.42 Maximum Tailwater – Use Figure 3.17 on page 3.43 If the pipe discharges directly into a well defined channel, the apron shall extend across the channel bottom and up the channel banks to an elevation one foot above the maximum tailwater depth or to the top of the bank, whichever is less. The upstream end of the apron, adjacent to the pipe, shall have a width two (2) times the diameter of the outlet pipe, or conform to pipe end section if used. Bottom Grade The outlet protection apron shall be constructed with no slope along its length. There shall be no overfall at the end of the apron. The elevation of the downstream end of the apron shall be equal to the elevation of the receiving chan-nel or adjacent ground. Alignment The outlet protection apron shall be located so that there are no bends in the horizontal alignment. Materials The outlet protection may be done using rock riprap, grout-ed riprap, or gabions. Outlets constructed on the bank of a stream or wetland shall not use grouted rip-rap, gabions or concrete. Riprap shall be composed of a well-graded mixture of rock size so that 50 percent of the pieces, by weight, shall be larger than the d50 size determined by using the charts. A New York State Standards and Specifications Page 3.40 July 2016 For Erosion and Sediment Control well-graded mixture, as used herein, is defined as a mixture composed primarily of larger rock sizes, but with a suffi-cient mixture of other sizes to fill the smaller voids between the rocks. The diameter of the largest rock size in such a mixture shall be 1.5 times the d50 size. Thickness The minimum thickness of the riprap layer shall be 1.5 times the maximum rock diameter for d50 of 15 inches or less; and 1.2 times the maximum rock size for d50 greater than 15 inches. The following chart lists some examples: Rock Quality Rock for riprap shall consist of field rock or rough unhewn quarry rock. The rock shall be hard and angular and of a quality that will not disintegrate on exposure to water or weathering. The specific gravity of the individual rocks shall be at least 2.5. Filter A filter is a layer of material placed between the riprap and the underlying soil surface to prevent soil movement into and through the riprap. Riprap shall have a filter placed under it in all cases. A filter can be of two general forms: a gravel layer or a plastic filter cloth. The plastic filter cloth can be woven or non-woven monofilament yarns, and shall meet these base requirements: thickness 20-60 mils, grab strength 90-120 lbs; and shall conform to ASTM D-1777 and ASTM D-1682. Gravel filter blanket, when used, shall be designed by com-paring particle sizes of the overlying material and the base material. Design criteria are available in Standard and Specification for Anchored Slope and Channel Stabilization on page 4.7. Gabions Gabions shall be made of hexagonal triple twist mesh with heavily galvanized steel wire. The maximum linear dimen-sion of the mesh opening shall not exceed 4 ½ inches and the area of the mesh opening shall not exceed 10 square inches. Gabions shall be fabricated in such a manner that the sides, ends, and lid can be assembled at the construction site into a rectangular basket of the specified sizes. Gabions shall be of single unit construction and shall be installed according to manufacturer’s recommendations. The area on which the gabion is to be installed shall be graded as shown on the drawings. Foundation conditions shall be the same as for placing rock riprap, and filter cloth shall be placed under all gabions. Where necessary, key, or tie, the structure into the bank to prevent undermining of the main gabion structure. Maintenance Once a riprap outlet has been installed, the maintenance needs are very low. It should be inspected after high flows for evidence of scour beneath the riprap or for dislodged rocks. Repairs should be made immediately. Design Procedure 1. Investigate the downstream channel to assure that nonerosive velocities can be maintained. 2. Determine the tailwater condition at the outlet to estab-lish which curve to use. 3. Use the appropriate chart with the design discharge to determine the riprap size and apron length required. It is noted that references to pipe diameters in the charts are based on full flow. For other than full pipe flow, the parameters of depth of flow and velocity must be used to adjust the design discharges. 4. Calculate apron width at the downstream end if a flare section is to be employed. Design Examples are demonstrated in Appendix B. Construction Specifications 1. The subgrade for the filter, riprap, or gabion shall be prepared to the required lines and grades. Any fill re-quired in the subgrade shall be compacted to a density of approximately that of the surrounding undisturbed material. 2. The rock or gravel shall conform to the specified grad- D50 (inches) dmax (inches) Minimum Blanket Thick- ness (inches) 4 6 9 6 9 14 9 14 20 12 18 27 15 22 32 18 27 32 21 32 38 24 36 43 New York State Standards and Specifications Page 3.41 July 2016 For Erosion and Sediment Control ing limits when installed respectively in the riprap or filter. 3. Filter cloth shall be protected from punching, cutting, or tearing. Any damage other than an occasional small hole shall be repaired by placing another piece of cloth over the damaged part or by completely replacing the cloth. All overlaps, whether for repairs or for joining two pieces of cloth shall be a minimum of one foot. 4. Rock for the riprap or gabion outlets may be placed by equipment. Both shall each be constructed to the full course thickness in one operation and in such a manner as to avoid displacement of underlying materials. The rock for riprap or gabion outlets shall be delivered and placed in a manner that will ensure that it is reasonably homogenous with the smaller rocks and spalls filling the voids between the larger rocks. Riprap shall be placed in a manner to prevent damage to the filter blan-ket or filter cloth. Hand placement will be required to the extent necessary to prevent damage to the perma-nent works. New York State Standards and Specifications Page 3.42 July 2016 For Erosion and Sediment Control Figure 3.16 Outlet Protection Design—Minimum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Minimum Tailwater Condition: Tw < 0.5Do) (USDA - NRCS) New York State Standards and Specifications Page 3.43 July 2016 For Erosion and Sediment Control Figure 3.17 Outlet Protection Design—Maximum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Maximum Tailwater Condition: Tw ≥ 0.5Do) (USDA - NRCS) New York State Standards and Specifications Page 3.44 July 2016 For Erosion and Sediment Control Figure 3.18 Riprap Outlet Protection Detail (1) New York State Standards and Specifications Page 3.45 July 2016 For Erosion and Sediment Control Figure 3.19 Riprap Outlet Protection Detail (2) July 2016 Page 3.46 New York State Standards and Specifications For Erosion and Sediment Control Figure 3.20 Riprap Outlet Protection Detail (3) New York State Standards and Specifications Page 4.5 July 2016 For Erosion and Sediment Control Definition and Scope A temporary or permanent protective covering placed on a prepared, seeded planting area that is anchored in place by staples or other means to aid in controlling erosion by absorbing rain splash energy and withstand overland flow as well as provide a microclimate to protect and promote seed establishment. Conditions Where Practice Applies Anchored stabilization mats are required for seeded earthen slopes steeper than 3 horizontal to 1 vertical; in vegetated channels where the velocity of the design flow exceeds the allowable velocity for vegetation alone (usually greater than 5 feet per second); on streambanks and shorelines where moving water is likely to erode newly seeded or planted areas; and in areas where wind prevents standard mulching with straw. This standard does not apply to slopes stabilized with sod, rock riprap or hard armor material. Design Criteria Slope Applications - Anchored stabilization mats for use on slopes are primarily used as mulch blankets where the mesh material is within the blanket or as a netting over previously placed mulch. These stabilization mats are NOT effective in preventing slope failures. 1. Required on all slopes steeper than 3:1 2. Matting will be designed for proper longevity need and strength based on intended use. 3. All installation details and directions will be included on the site erosion and sediment control plan and will follow manufactures specifications. Channel Applications - Anchored stabilization mats, for use in supporting vegetation in flow channels, are generally a non-degradable, three dimensional plastic structure which can be filled with soil prior to planting. This structure provides a medium for root growth where the matting and roots become intertwined forming a continuous anchor for the vegetated lining. 1. Channel stabilization shall be based on the tractive force method. 2. For maximum design shear stresses less than 2 pounds per square foot, a temporary or bio-degradable mat may be used. 3. The design of the final matting shall be based on the mats ability to resist the tractive shear stress at bank full flow. 4. The installation details and procedures shall be included on the site erosion and sediment control plan and will follow manufacturers specifications. STANDARD AND SPECIFICATIONS FOR ANCHORED STABILIZATION MATTING Construction Specifications 1. Prepare soil before installing matting by smoothing the surface, removing debris and large stone, and applying lime, fertilizer and seed. Refer to manufacturers installation details. 2. Begin at the top of the slope by anchoring the mat in a 6” deep x 6” wide trench. Backfill and compact the trench after stapling. 3. In channels or swales, begin at the downslope end, anchoring the mat at the bottom and top ends of the blanket. When another roll is needed, the upslope roll July 2016 Page 4.6 ew York State Standards and Specifications For Erosion and Sediment Control should overlay the lower layer, shingle style, so that channel flows do not peel back the material. 4. Roll the mats down a slope with a minimum 4” overlap. Roll center mat in a channel in direction of water flow on bottom of the channel. Do not stretch blankets. Blankets shall have good continuous contact with the underlying soil throughout its entire length. 5. Place mats end over end (shingle style) with a 6” overlap, use a double row of staggered staples 4” apart to secure mats. 6. Full length edge of mats at top of side slopes must be anchored in 6” deep x 6” wide trench; backfill and compact the trench after stapling. 7. Mats on side slopes of a channel must be overlapped 4” over the center mat and stapled. 8. In high flow channel applications, a staple check slot is recommended at 30 to 40 foot intervals. Use a row of staples 4” apart over entire width of the channel. Place a second row 4” below the first row in a staggered pattern. 9. The terminal end of the mats must be anchored in a 6”x6” wide trench. Backfill and compact the trench after stapling. 10. Stapling and anchoring of blanket shall be done in accordance with the manufactures recommendations. Maintenance Blanketed areas shall be inspected weekly and after each runoff event until perennial vegetation is established to a minimum uniform 80% coverage throughout the blanketed area. Damaged or displaced blankets shall be restored or replaced within 2 calendar days. New York State Standards and Specifications Page 4.21 July 2016 For Erosion and Sediment Control Definition & Scope The permanent incorporation of fertilizer into the planting zone of the soil profile to provide nutrient amendments to the soil for vigorous support to plant and vegetation growth. Conditions Where Practice Applies This standard applies to all areas where permanent seeding, sodding, and plant establishment is required. All application of fertilizer shall be in accordance with Nutrient Runoff Law - ECL Article 17, Title 21. Phosphorus runoff poses a threat to water quality. Therefore, under New York Law, fertilizer containing phosphorus may only be applied to lawn or non-agricultural turf when: 1. A soil test indicates that additional phosphorus is needed for growth of that lawn or non-agricultural turf, or 2. The fertilizer is used for newly established lawn or non-agricultural turf during the first growing season. For projects located within watersheds where enhanced phosphorus removal standards are required as part of its post-construction stormwater management plan, use of any fertilizer containing more than 0.67 percent phosphate (P205) content will be done only with a valid soil test demonstrating the need for that formulation. Design Criteria Fertilizer is sold with an analysis printed on the tag or bag shown as three numbers separated by a dash, such as 5-10-5. The first number is the percent of the total weight of the bag that is nitrogen (N), the second is the percent of phosphate (phosphorus, P), and the third is the percent of potash (potassium, K). Other elements are sometimes included and are listed with these three basic components. For example a 40 lb bag of 5-10-5 fertilizer contains 5% of 40 lbs of Nitrogen which equals 2 lbs. There is 10% of 40 lbs of phosphate (phosphorus) which equals 4 lbs, and there is 5% of potash (potassium), another 2 lbs., for a total of 8 lbs of active fertilizer in the 40 lb bag. The rest is filler to aid in spreading the material over the area to be treated. Specify the design fertilizer mix and application rates based on the results of the soil tests. Specifications 1. In no case shall fertilizer be applied between December 1 and April 1 annually. 2. Fertilizer shall not be spread within 20 feet of a surface water. 3. Any fertilizer falling or spilled into impervious surface areas such as parking lots, roadways, and sidewalks should be immediately contained and legally applied or placed in an appropriate container. 4. Incorporate the fertilizer, and lime if specified, into the top 2-4 inches of the topsoil or soil profile. 5. When applying fertilizer by hydro seeding care should be taken to apply mix only to seed bed areas at an appropriate flow rate to prevent erosion and spraying onto impervious areas. STANDARD AND SPECIFICATIONS FOR FERTILIZER APPLICATION New York State Standards and Specifications Page 4.29 July 2016 For Erosion and Sediment Control Definition & Scope Permanent incorporation of agricultural ground limestone within the top 2 to 6 inches of the soil profile to increase the soil pH from an acidic level to a neutral level to provide an active growth medium for vegetation. Conditions Where Practice Applies At all locations where a vigorous growth of vegetation is desired and the soil pH is less than 7.0 or neutral. Design Criteria Liming material sold in New York varies considerably in several ways. The mineral content (calcium and magnesium) of the limestone may be high or low and, the fineness or particle sizes vary between suppliers. Two types of limestone are sold. The most common is limestone high in calcium. Dolomitic limestone contains magnesium (Mg) and calcium (Ca). Limestone sold in NY varies from 0 to 20% Mg while the calcium content of lime varies from 14.7% to 51.5%. Particle size determines how rapidly the calcium and magnesium will react with the acid in the soil. The finer the particle sizes, the quicker the reaction. When obtaining agricultural limestone, one should state on the specification that the amount should be adjusted to 100% effective neutralizing value (ENV). This is the way to compare materials as it adjusts for the reactive Ca and Mg and the particle size. The ENV is stated as the ratio needed to convert a limestone recommendation to 100% ENV. Thus, if the recommendation is 4 tons/acre of 100% ENV lime and the lime being used had an 80% ENV (1/ENV = 1.25), 4 times 1.25 or 5 tons/acre would be required. The amount of limestone needed can be estimated by using the following table. A soil test is the only way to determine the soil pH. This table is very general, but it is useful for planning. STANDARD AND SPECIFICATIONS FOR LIME APPLICATION General lime guidelines (at 100% ENV) Initial Soil pH Sands Sandy Loams Loam and Silt Loams Silty Clay Loams 4.5 2.5 6.0 9.5 13.0 4.6-4.7 2.5 6.0 9.0 12.5 4.8-4.9 2.5 5.5 8.5 12.0 5.0-5.1 2.0 5.0 7.5 10.5 5.2-5.3 1.5 4.0 6.5 8.5 5.4-5.5 1.0 3.0 4.0 6.0 5.6-5.7 1.0 2.0 3.0 4.5 5.8-5.9 0.7 1.5 2.5 3.5 6.0-6.1 0.6 1.5 2.0 3.0 6.2-6.3 0.4 1.0 1.5 2.0 6.4-6.5 0.3 0.7 1.0 1.5 6.6-6.7 0.2 0.5 0.7 1.0 Lime guidelines are in tons per acre and are based on a plow depth of 8.0 inches. Correct rate if plowing to a different depth. Conversion for small areas: 1 ton/acre = 2,000#/43,560 ft2, 46#/1,000 ft2 Note: Lime should not be applied within 50 feet of streams and wetlands. New York State Standards and Specifications Page 4.39 July 2016 For Erosion and Sediment Control Definition and Scope Applying coarse plant residue or chips, or other suitable materials, to cover the soil surface to provide initial erosion control while a seeding or shrub planting is establishing. Mulch will conserve moisture and modify the surface soil temperature and reduce fluctuation of both. Mulch will prevent soil surface crusting and aid in weed control. Mulch can also be used alone for temporary stabilization in non-growing months. Use of stone as a mulch could be more permanent and should not be limited to non-growing months. Conditions Where Practice Applies On soils subject to erosion and on new seedings and shrub plantings. Mulch is useful on soils with low infiltration rates by retarding runoff. Criteria Site preparation prior to mulching requires the installation of necessary erosion control or water management practices and drainage systems. Slope, grade and smooth the site to fit needs of selected mulch products. Remove all undesirable stones and other debris to meet the needs of the anticipated land use and maintenance required. Apply mulch after soil amendments and planting is accomplished or simultaneously if hydroseeding is used. Select appropriate mulch material and application rate or material needs. Hay mulch shall not be used in wetlands or in areas of permanent seeding. Clean straw mulch is preferred alternative in wetland application. Determine local availability. Select appropriate mulch anchoring material. NOTE: The best combination for grass/legume establishment is straw (cereal grain) mulch applied at 2 ton/acre (90 lbs./1000sq.ft.) and anchored with wood fiber mulch (hydromulch) at 500 – 750 lbs./acre (11 – 17 lbs./1000 sq. ft.). The wood fiber mulch must be applied through a hydroseeder immediately after mulching. STANDARD AND SPECIFICATIONS FOR MULCHING July 2016 Page 4.40 ew York State Standards and Specifications For Erosion and Sediment Control Table 4.2 Guide to Mulch Materials, Rates, and Uses Mu l c h Ma t e r i a l Qu a l i t y St a n d a r d s pe r 1 0 0 0 S q . F t . pe r A c r e De p t h o f Ap p l i c a t i o n Re m a r k s Wo o d c h i p s o r sh a v i n g s Ai r - d r i e d . F r e e o f ob j e c t i o n a b l e c o a r s e ma t e r i a l 50 0 - 9 0 0 l b s . 10 - 2 0 t o n s 2- 7 ” Us e d p r i m a r i l y a r o un d s h r u b a n d t r e e pl a n t i n g s a n d r e c r e a t i o n t r a i l s t o i n h i b i t we e d c o m p e t i t i o n . R e s i s t a n t t o w i n d bl o w i n g . D e c o m p o s e s s l o w l y . Wo o d f i b e r c e l l u l o s e (p a r t l y d i g e s t e d wo o d f i b e r s ) Ma d e f r o m n a t u r a l w o o d us u a l l y w i t h g r e e n d y e an d d i s p e r s i n g a g e n t 50 l b s . 2, 0 0 0 l b s . — Ap p l y w i t h h y d r o m u l c h e r . N o t i e d o w n re q u i r e d . L e s s e r o s i o n c o n t r o l p r o v i d e d th a n 2 t o n s o f h a y o r s t r a w . Gr a v e l , C r u s h e d St o n e o r S l a g Wa s h e d ; S i z e 2 B o r 3A — 1 1 / 2 ” 9 c u . y d s . 40 5 c u . y d s . 3” Ex c e l l e n t m u l c h f o r s h o r t s l o p e s a n d ar o u n d p l a n t s a n d o r n a m e n t a l s . U s e 2 B wh e r e s u b j e c t t o t r a f f i c. ( A p p r o x i m a t e l y 2, 0 0 0 l b s . / c u . y d . ) . F r e q u e n t l y u s e d o v e r fi l t e r f a b r i c f o r b e t t e r w e e d c o n t r o l . Ha y o r S t r a w Ai r - d r i e d ; f r e e o f un d e s i r a b l e s e e d s & co a r s e m a t e r i a l s 90 - 1 0 0 l b s . 2 - 3 b a l e s 2 t o n s ( 1 0 0 - 12 0 b a l e s ) co v e r a b o u t 9 0 % su r f a c e Us e s m a l l g r a i n s t r a w w h e r e m u l c h i s ma i n t a i n e d f o r m o r e t h a n t h r e e m o n t h s . Su b j e c t t o w i n d b l o w i n g u n l e s s a n c h o r e d . Mo s t c o m m o n l y u s e d m u l c h i n g m a t e r i a l . Pr o v i d e s t h e b e s t m i c r o - e n v i r o n m e n t f o r ge r m i n a t i n g s e e d s . Ju t e t w i s t e d y a r n Un d y e d , u n b l e a c h e d pl a i n w e a v e . W a r p 7 8 en d s / y d . , W e f t 4 1 e n d s / yd . 6 0 - 9 0 l b s . / r o l l 48 ” x 5 0 y d s . o r 4 8 ” x 7 5 y d s . — — Us e w i t h o u t a d d i t i o n a l m u l c h . T i e d o w n as p e r m a n u f a c t u r e r s s p e c i f i c a t i o n s . Go o d f o r c e n t e r l i n e o f c o n c e n t r a t e d wa t e r f l o w . Ex c e l s i o r w o o d f i b e r ma t s In t e r l o c k i n g w e b o f ex c e l s i o r f i b e r s w i t h ph o t o d e g r a d a b l e p l a s t i c ne t t i n g 4’ x 1 1 2 . 5 ’ o r 8 ’ x 11 2 . 5 ’ . — — Us e w i t h o u t a d d i t i o n a l m u l c h . E x c e l l e n t fo r s e e d i n g e s t a b l i s h m e n t . A n c h o r a s p e r ma n u f a c t u r e r s s p e c i f i c a t i o n s . Ap p r o x i m a t e l y 7 2 l b s . / r o l l f o r e x c e l s i o r wi t h p l a s t i c o n b o t h s i d e s . U s e t w o s i d e d pl a s t i c f o r c e n t e r l i n e o f w a t e r w a y s . St r a w o r c o c o n u t fi b e r , o r co m b i n a t i o n Ph o t o d e g r a d a b l e p l a s t i c ne t o n o n e o r t w o s i d e s Mo s t a r e 6 . 5 f t . x 3 . 5 ft . 81 r o l l s — De s i g n e d t o t o l e r a t e h i g h e r v e l o c i t y w a t e r fl o w , c e n t e r l i n e s o f w a t e r w a y s , 6 0 s q . yd s . p e r r o l l . New York State Standards and Specifications Page 4.41 July 2016 For Erosion and Sediment Control Table 4.3 Mulch Anchoring Guide Anchoring Method or Material Kind of Mulch to be Anchored How to Apply 1. Peg and Twine Hay or straw After mulching, divide areas into blocks approximately 1 sq. yd. in size. Drive 4-6 pegs per block to within 2” to 3” of soil surface. Secure mulch to surface by stretching twine between pegs in criss-cross pattern on each block. Secure twine around each peg with 2 or more tight turns. Drive pegs flush with soil. Driving stakes into ground tightens the twine. 2. Mulch netting Hay or straw Staple the light-weight paper, jute, wood fiber, or plastic nettings to soil surface according to manufacturer’s recommendations. Should be biodegradable. Most products are not suitable for foot traffic. 3. Wood cellulose fiber Hay or straw Apply with hydroseeder immediately after mulching. Use 500 lbs. wood fiber per acre. Some products contain an adhesive material (“tackifier”), possibly advantageous. 4. Mulch anchoring tool Hay or straw Apply mulch and pull a mulch anchoring tool (blunt, straight discs) over mulch as near to the contour as possible. Mulch material should be “tucked” into soil surface about 3”. 5. Tackifier Hay or straw Mix and apply polymeric and gum tackifiers according to manufacturer’s instructions. Avoid application during rain. A 24-hour curing period and a soil temperature higher than 450 Fahrenheit are required. July 2016 Page 4.52 ew York State Standards and Specifications For Erosion and Sediment Control Definition & Scope The decompaction of areas of a development site or construction project where soils have been disturbed to recover the original properties and porosity of the soil; thus providing a sustainable growth medium for vegetation, reduction of runoff and filtering of pollutants from stormwater runoff. Conditions Where Practice Applies Soil restoration is to be applied to areas whose heavy construction traffic is done and final stabilization is to begin. This is generally applied in the cleanup, site restoration, and landscaping phase of construction followed by the permanent establishment of an appropriate ground cover to maintain the soil structure. Soil restoration measures should be applied over and adjacent to any runoff reduction practices to achieve design performance. 2. Soil restoration will be completed in accordance with Table 4.6 on page 4.53. Specification for Full Soil Restoration During periods of relatively low to moderate subsoil moisture, the disturbed subsoils are returned to rough grade and the following Soil Restoration steps applied: 1. Apply 3 inches of compost over subsoil. The compost shall be well decomposed (matured at least 3 months), weed-free, organic matter. It shall be aerobically composted, possess no objectionable odors, and contain less than 1%, by dry weight, of man-made foreign matter. The physical parameters of the compost shall meet the standards listed in Table 5.2 - Compost Standards Table. Note: All biosolids compost produced in New York State (or approved for importation) must meet NYS DEC’s 6 NYCRR Part 360 (Solid Waste Management Facilities) requirements. The Part 360 requirements are equal to or more stringent than 40 CFR Part 503 which ensure safe standards for pathogen reduction and heavy metals content. STANDARD AND SPECIFICATIONS FOR SOIL RESTORATION Design Criteria 1. Soil restoration areas will be designated on the plan views of areas to be disturbed. 2. Till compost into subsoil to a depth of at least 12 inches using a cat-mounted ripper, tractor mounted disc, or tiller, to mix and circulate air and compost into the subsoil. 3. Rock-pick until uplifted stone/rock materials of four inches and larger size are cleaned off the site. 4. Apply topsoil to a depth of 6 inches. 5. Vegetate as required by the seeding plan. Use appropriate ground cover with deep roots to maintain the soil structure. 6. Topsoil may be manufactured as a mixture or a mineral component and organic material such as compost. New York State Standards and Specifications Page 4.53 July 2016 For Erosion and Sediment Control Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only - no change in grade HSG A&B HSG C&D Protect area from any ongoing construc-tion activities. Apply 6 inches of topsoil Aerate* and apply 6 inches of topsoil Areas of cut or fill HSG A&B HSG C&D Aerate* and apply 6 inches of topsoil Apply full Soil Restoration** Heavy traffic areas on site (especially in a zone 5-25 feet around buildings but not within a 5 foot perimeter around foundation walls) Apply full Soil Restoration (decompaction and compost enhance-ment) Areas where Runoff Reduction and/or Infiltration practices are applied Restoration not required, but may be applied to enhance the reduction speci-fied for appropriate practices. Keep construction equipment from crossing these areas. To protect newly installed practice from any ongoing construction activities construct a single phase operation fence area Redevelopment projects Soil Restoration is required on redevel-opment projects in areas where existing impervious area will be converted to pervious area. * Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil, a roller with many spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** Per “Deep Ripping and De-compaction, DEC 2008”. Table 4.6 Soil Restoration Requirements At the end of the project an inspector should be able to push a 3/8” metal bar 12 inches into the soil just with body weight. This should not be performed within the drip line of any existing trees or over utility installations that are within 24 inches of the surface. Maintenance Keep the site free of vehicular and foot traffic or other weight loads. Consider pedestrian footpaths. July 2016 Page 4.58 ew York State Standards and Specifications For Erosion and Sediment Control Definition & Scope Providing temporary erosion control protection to disturbed areas and/or localized critical areas for an interim period by covering all bare ground that exists as a result of construction activities or a natural event. Critical areas may include but are not limited to steep excavated cut or fill slopes and any disturbed, denuded natural slopes subject to erosion. Conditions Where Practice Applies Temporary seedings may be necessary on construction sites to protect an area, or section, where final grading is complete, when preparing for winter work shutdown, or to provide cover when permanent seedings are likely to fail due to mid-summer heat and drought. The intent is to provide temporary protective cover during temporary shutdown of construction and/or while waiting for optimal planting time. Criteria Water management practices must be installed as appropriate for site conditions. The area must be rough graded and slopes physically stable. Large debris and rocks are usually removed. Seedbed must be seeded within 24 hours of disturbance or scarification of the soil surface will be necessary prior to seeding. Fertilizer or lime are not typically used for temporary seedings. IF: Spring or summer or early fall, then seed the area with ryegrass (annual or perennial) at 30 lbs. per acre (Approximately 0.7 lb./1000 sq. ft. or use 1 lb./1000 sq. ft.). IF: Late fall or early winter, then seed Certified ‘Aroostook’ winter rye (cereal rye) at 100 lbs. per acre (2.5 lbs./1000 sq. ft.). Any seeding method may be used that will provide uniform application of seed to the area and result in relatively good soil to seed contact. Mulch the area with hay or straw at 2 tons/acre (approx. 90 lbs./1000 sq. ft. or 2 bales). Quality of hay or straw mulch allowable will be determined based on long term use and visual concerns. Mulch anchoring will be required where wind or areas of concentrated water are of concern. Wood fiber hydromulch or other sprayable products approved for erosion control (nylon web or mesh) may be used if applied according to manufacturers’ specification. Caution is advised when using nylon or other synthetic products. They may be difficult to remove prior to final seeding and can be a hazard to young wildlife species. STANDARD AND SPECIFICATIONS FOR TEMPORARY CONSTRUCTION AREA SEEDING New York State Standards and Specifications Page 4.59 July 2016 For Erosion and Sediment Control Definition & Scope Spreading a specified quality and quantity of topsoil materials on graded or constructed subsoil areas to provide acceptable plant cover growing conditions, thereby reducing erosion; to reduce irrigation water needs; and to reduce the need for nitrogen fertilizer application. Conditions Where Practice Applies Topsoil is applied to subsoils that are droughty (low available moisture for plants), stony, slowly permeable, salty or extremely acid. It is also used to backfill around shrub and tree transplants. This standard does not apply to wetland soils. Design Criteria 1. Preserve existing topsoil in place where possible, thereby reducing the need for added topsoil. 2. Conserve by stockpiling topsoil and friable fine textured subsoils that must be stripped from the excavated site and applied after final grading where vegetation will be established. Topsoil stockpiles must be stabilized. Stockpile surfaces can be stabilized by vegetation, geotextile or plastic covers. This can be aided by orientating the stockpile lengthwise into prevailing winds. 3. Refer to USDA Natural Resource Conservation Service soil surveys or soil interpretation record sheets for further soil texture information for selecting appropriate design topsoil depths. Site Preparation 1. As needed, install erosion and sediment control practices such as diversions, channels, sediment traps, and stabilizing measures, or maintain if already installed. 2. Complete rough grading and final grade, allowing for depth of topsoil to be added. 3. Scarify all compact, slowly permeable, medium and fine textured subsoil areas. Scarify at approximately right angles to the slope direction in soil areas that are steeper than 5 percent. Areas that have been overly compacted shall be decompacted in accordance with the Soil Restoration Standard. 4. Remove refuse, woody plant parts, stones over 3 inches in diameter, and other litter. Topsoil Materials 1. Topsoil shall have at least 6 percent by weight of fine textured stable organic material, and no greater than 20 percent. Muck soil shall not be considered topsoil. 2. Topsoil shall have not less than 20 percent fine textured material (passing the NO. 200 sieve) and not more than 15 percent clay. 3. Topsoil treated with soil sterilants or herbicides shall be so identified to the purchaser. 4. Topsoil shall be relatively free of stones over 1 1/2 inches in diameter, trash, noxious weeds such as nut sedge and quackgrass, and will have less than 10 percent gravel. 5. Topsoil containing soluble salts greater than 500 parts per million shall not be used. 6. Topsoil may be manufactured as a mixture of a mineral component and organic material such as compost. Application and Grading 1. Topsoil shall be distributed to a uniform depth over the area. It shall not be placed when it is partly frozen, muddy, or on frozen slopes or over ice, snow, or standing water puddles. 2. Topsoil placed and graded on slopes steeper than 5 percent shall be promptly fertilized, seeded, mulched, and stabilized by “tracking” with suitable equipment. 3. Apply topsoil in the amounts shown in Table 4.7 below: STANDARD AND SPECIFICATIONS FOR TOPSOILING July 2016 Page 4.60 ew York State Standards and Specifications For Erosion and Sediment Control Site Conditions Intended Use Minimum Topsoil Depth 1. Deep sand or loamy sand Mowed lawn 6 in. Tall legumes, unmowed 2 in. Tall grass, unmowed 1 in. 2. Deep sandy loam Mowed lawn 5 in. Tall legumes, unmowed 2 in. Tall grass, unmowed none 3. Six inches or more: silt loam, clay loam, loam, or silt Mowed lawn 4 in. Tall legumes, unmowed 1 in. Tall grass, unmowed 1 in. Table 4.7 - Topsoil Application Depth New York State Standards and Specifications Page 5.7 July 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR COMPOST FILTER SOCK Definition & Scope A temporary sediment control practice composed of a de- gradable geotextile mesh tube filled with compost filter media to filter sediment and other pollutants associated with construction activity to prevent their migration offsite. Condition Where Practice Applies Compost filter socks can be used in many construction site applications where erosion will occur in the form of sheet erosion and there is no concentration of water flowing to the sock. In areas with steep slopes and/or rocky terrain, soil conditions must be such that good continuous contact be- tween the sock and the soil is maintained throughout its length. For use on impervious surfaces such as road pave- ment or parking areas, proper anchorage must be provided to prevent shifting of the sock or separation of the contact between the sock and the pavement. Compost filter socks are utilized both at the site perimeter as well as within the construction areas. These socks may be filled after place-ment by blowing compost into the tube pneumatically, or filled at a staging location and moved into its designed loca-tion. Design Criteria 1. Compost filter socks will be placed on the contour with both terminal ends of the sock extended 8 feet upslope at a 45 degree angle to prevent bypass flow. 2. Diameters designed for use shall be 12” – 32” except that 8” diameter socks may be used for residential lots to control areas less than 0.25 acres. 3. The flat dimension of the sock shall be at least 1.5 times the nominal diameter. 4. The Maximum Slope Length (in feet) above a compost filter sock shall not exceed the following limits: Dia. (in.) Slope % 2 5 10 20 25 33 50 8 225* 200 100 50 20 — — 12 250 225 125 65 50 40 25 18 275 250 150 70 55 45 30 24 350 275 200 130 100 60 35 32 450 325 275 150 120 75 50 * Length in feet 5. The compost infill shall be well decomposed (matured at least 3 months), weed-free, organic matter. It shall be aerobically composted, possess no objectionable odors, and contain less than 1%, by dry weight, of man-made foreign matter. The physical parameters of the compost shall meet the standards listed in Table 5.2 - Compost Standards Table. Note: All biosolids compost produced in New York State (or approved for im- portation) must meet NYS DEC’s 6 NYCRR Part 360 (Solid Waste Management Facilities) require- ments. The Part 360 requirements are equal to or more stringent than 40 CFR Part 503 which ensure safe standards for pathogen reduction and heavy metals content. When using compost filter socks adjacent to surface water, the compost should have a low nutrient value. 6. The compost filter sock fabric material shall meet the minimum requirements provided in Table 5.1 - Com-post Sock Fabric Minimum Specifications Table. July 2016 Page 5.8 New York State Standards and Specifications For Erosion and Sediment Control 7. Compost filter socks shall be anchored in earth with 2” x 2” wooden stakes driven 12” into the soil on 10 foot centers on the centerline of the sock. On uneven ter-rain, effective ground contact can be enhanced by the placement of a fillet of filter media on the disturbed area side of the compost sock. 8. All specific construction details and material specifica-tions shall appear on the erosion and sediment control constructions drawings when compost filter socks are included in the plan. Maintenance 1. Traffic shall not be permitted to cross filter socks. 2. Accumulated sediment shall be removed when it reach- es half the above ground height of the sock and dis-posed of in accordance with the plan. Organic matter content 25% - 100% (dry weight) Organic portion Fibrous and elongated pH 6.0 – 8.0 Moisture content 30% - 60% Particle size 100% passing a 2” screen and 10 - 50% passing a 3/8” screen Soluble salt concentration 5.0 dS/m (mmhos/cm) maximum Material Type 3 mil HDPE 5 mil HDPE 5 mil HDPE Multi-Filament Polypropylene (MFPP) Heavy Duty Multi- Filament Polypropylene (HDMFPP) Material Character- istics Photodegrada-ble Photodegrada-ble Biodegradable Photodegrada-ble Photodegradable Sock Diameters 12” 18” 12” 18” 24” 32” 12” 18” 24” 32” 12” 18” 24” 32” 12” 18” 24” 32” Mesh Opening 3/8” 3/8” 3/8” 3/8” 1/8” Tensile Strength 26 psi 26 psi 44 psi 202 psi Ultraviolet Stability % Original Strength (ASTM G-155) 23% at 1000 hr. 23% at 1000 hr. 100% at 1000 hr. 100% at 1000 hr. Minimum Functional Longevity 6 months 9 months 6 months 1 year 2 years Table 5.1 - Compost Sock Fabric Minimum Specifications Table 3. Socks shall be inspected weekly and after each runoff event. Damaged socks shall be repaired in the manner required by the manufacturer or replaced within 24 hours of inspection notification. 4. Biodegradable filter socks shall be replaced after 6 months; photodegradable filter socks after 1 year. Poly-propylene socks shall be replaced according to the manufacturer’s recommendations. 5. Upon stabilization of the area contributory to the sock, stakes shall be removed. The sock may be left in place and vegetated or removed in accordance with the stabi-lization plan. For removal the mesh can be cut and the compost spread as an additional mulch to act as a soil supplement. Table 5.2 - Compost Standards Table New York State Standards and Specifications Page 5.9 July 2016 For Erosion and Sediment Control Figure 5.2 Compost Filter Sock July 2016 Page 5.10 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR DEWATERING DEVICE Definition & Scope An appurtenance to a sediment trapping structure such as a basin or trap that allows sediment laden water to pond al-lowing sediment to settle out while removing relatively clean water to a suitable, stable outlet. Condition Where Practice Applies Dewatering devices are appropriate where the discharge from a trap or basin will be by gravity flow through a riser and pipe outlet system. The skimmer dewatering device is the preferred option. A fixed pipe dewatering device, con-figured as a perforated vertical riser surrounded by filter fabric and stone material is an alternate option for small structures. Design Criteria Skimmer Device 1. Skimmers must be designed so as to float just beneath the water surface to remove the least sediment laden water effectively. 2. Skimmer shall be constructed with a 4 foot long flexi-ble pipe elbow to allow for vertical movement of the skimmer for its designated range of operation. 3. The designer will provide a table that shows all re-quired dimensions for the skimmer. An example of this table is shown in Figure 5.4 on page 5.12. See design example in Appendix B. 4. The skimmer will be provided with vertical travel guides and a resting stone pad set at the appropriate design elevation. 5. The orifice plate will be at the “T” intersection of the perforated skimmer section with the non-perforated extension arm. Riser-Pipe Device 1. The riser-pipe device is constructed as a fixed rigid structure with a larger diameter pipe as the vertical riser connected to a smaller diameter horizontal pipe barrel. 2. The joint of these two conduits will be anchored by means of a concrete block or welded steel plate to pre-vent flotation. 3. The riser will be perforated above the bottom of the dewatering zone elevation and wrapped with a geotex-tile filter fabric to filter out sediment. 4. The filter fabric shall be covered with stone graded as NYSDOT #1, #2, or a blend of both, to protect the fab-ric from deterioration. 5. An orifice plate shall be placed in the riser at the bot-tom of the dewatering zone elevation to control the dewatering rate. Dewatering Drawdown As a minimum, sediment traps and basins should have their temporary storage dewatered over a 48 hour period to max-imize sediment retention. If the soils disturbed within the drainage area will have 60% - 80% fines the settling time should be increased to 4 days. Soils containing greater than 80% fines will need longer settling times but in no case longer than 7 days to maintain the hydraulic performance of the basin for recurring runoff events. 1. Skimmer orifices may be sized by using the design chart shown in Figure 5.3 on page 5.11. 2. Riser-pipe orifice sizes may be approximated by the following formula: Where: A0 = Areas of the dewatering orifice (ft2) As = Surface area of the basin/trap (ft2) h = head of water above the orifice (ft) Cd = 0.6 (contraction coefficient of an orifice) T = Detention time needed to dewater basin (48 hours minimum) New York State Standards and Specifications Page 5.11 July 2016 For Erosion and Sediment Control Therefore, the minimum Ao formula for 48 hrs. reduces to: Material Specifications 1. Skimmer Devices - These devices shall be constructed with Schedule 40 PVC pipe with diameters of 4 to 6 inches. The flexible arm shall be equal diameter of non-perforated, corrugated, plastic tubing. 2. Riser-pipe Devices - These devices shall be constructed of Schedule 40 PVC if plastic pipe is used or galva-nized corrugated steel or aluminum pipe. The mini-mum diameter shall be 6 inches if the device is used in conjunction with another permanent riser. All perfora-tions will be at the interior of the corrugations. Maintenance 1. Dewatering devices shall be inspected weekly and after each runoff event. 2. Filter fabric or media will be replaced as needed. 3. Any malfunctioning skimmer or its components shall be repaired or replaced within 24 hours of inspection notification. 4. Sediment shall be removed from the system when it reaches the level marked in a sediment cleanout stake or the top of the skimmer landing area. 5. The structure shall only be removed when the tributary area has been properly stabilized. Figure 5.3 - Skimmer Orifice Design Chart Notes: 1. Figure 5.3 is for use in designing the orifice plate for the skimmer shown in Figure 5.4. It assumes 3” to 5” head (depending upon the size of the skimmer). The required head for use of Figure 5.3 varies as follows: For a skimmer with a dewatering tube ≤ 2 1/2” diameter, use a 2” head. For a 3” diameter tube, use a 2.5” head; 4” tube, use 3.3” head, 5” tube use 4” head, and 6” diameter tube use 5” head. 2. Find the vertical line representing the basin’s dewatering zone volume. At the intersection of the vertical line with the desired dewatering time, read horizontally to the left to find the required skimmer orifice diameter. * Figure adapted from Penn State Agricultural and Biological Fact Sheet F-253 July 2016 Page 5.62 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.33 Stone & Block Drop Inlet Protection July 2016 Page 5.12 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.4 Skimmer Dewatering Device Basin No. Water Sur- face Eleva- tion (ft.) Arm Length* (ft.) Arm Dia. (in.) Orifice Size** (in.) Top of Land- ing Device Elevation (ft.) Flexible Hose Length (in.) Flexible Hose Attachment Elevation (ft.) * Minimum Arm length = Full design storage depth x 1.414 ( for 45 degree angle) ** Must be equal to or less than arm diameter * Figure adapted from Penn State Agricultural and Biological Fact Sheet F-253 New York State Standards and Specifications Page 5.13 July 2016 For Erosion and Sediment Control Skimmer Construction Notes 1. Pipe flotation section shall be solvent welded to ensure an airtight assembly. The contractor is required to con- duct a test to check for leaks prior to installation. 2. Skimmer section shall have 12 rows of 1/2” diameter holes, 1 1/4” on center. If additional filtration is nec-essary, the filtering media shall consist of a Type GD-II geotextile fabric wrapped around the perforated portion of the skimmer and attached with plastic snap ties, bands, etc. 3. Flexible pipe shall be inserted into solid pipe and fas- tened with 2 #8 wood screws. 4. At a minimum, the structure shall be inspected after each rain and repairs made as needed. If vandalism is a problem, more frequent inspection may be necessary. 5. Construction operations shall be carried out in such a manner that erosion and water pollution are minimized. 6. The structure shall only be removed when the contrib-uting drainage area has been properly stabilized. Materials (Note: materials for a 4” diameter arm assembly) 1. Solid Pipe - 4” Schedule 40 PVC 2. Perforated Pipe - 4” Schedule 40 PVC 3. 90º Tee (1 each) - 4” Schedule 40 PVC 4. 90º Elbow (4 each) - 4” Schedule 40 PVC 5. Cap (2 each) - 4” Schedule 40 PVC, solid 6. Flexible pipe - 4” Corrugated Plastic Tubing (non-perforated) July 2016 Page 5.14 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.5 Riser Pipe Dewatering Device New York State Standards and Specifications Page 5.15 July 2016 For Erosion and Sediment Control Figure 5.6 Riser Pipe Dewatering Device Construction Notes Riser Pipe Construction Notes 1. Standpipe and connector pipe shall be a minimum of 6 inches diameter. 2. Metal pipe may be galvanized steel or aluminum; plas- tic pipe may be Schedule 40 PVC or HDPP. 3. Construction operations shall be carried out in such a manner that erosion and water pollution are minimized. 4. The structure shall only be removed when the contrib- uting drainage area has been properly stabilized. 5. All pipe connections shall be watertight. The lower portion of the standpipe, at a point above the barrel connection, shall be fitted with an internal orifice plate sized to release the volume of the basin no sooner than 48 hours. 6. The top 2/3 of the standpipe shall be perforated with 1 inch diameter hole or slit spaced 6 inches vertically and horizontally and placed in the concave portion of the pipe. No holes will be allowed within 6 inches inches of the horizontal connector pipe. 7. The riser shall be wrapped with a Type GD-II geotex-tile fabric. The fabric shall extend 6inches above the highest hole and 6” below the lowest hole. Where ends of fabric come together, they shall be overlapped, fold-ed and stapled to prevent bypass. 8. Straps or connecting bands shall be used to hold the fabric and wire mesh (as needed) in place. They shall be placed at the top and bottom of the cloth. 9. The standpipe shall be anchored with either concrete base or steel plate base to prevent flotation. Concrete bases shall be 12 inches thick with the standpipe em-bedded nine inches. Steel plate bases will be 1/4 inch minimum thickness attached to the standpipe by a con-tinuous weld around the bottom to form a watertight connection. The plate shall have 2.5 feet of stone, gravel or tampered earth placed on it. 10. The perforated standpipe shall be surrounded by NYSDOT #1 or #2 stone or a blend of both to protect the filter fabric. July 2016 Page 5.16 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR GEOTEXTILE FILTER BAG Definition & Scope A temporary portable device through which sediment laden water is pumped to trap and retain sediment prior to its dis-charge to drainageways or off-site. Condition Where Practice Applies On sites where space is limited such as urban construction or linear projects (e.g. roads and utility work) where rights- of-way are limited and larger de-silting practices are im-practical. Design Criteria 1. Location - The portable filter bag should be located to minimize interference with construction activities and pedestrian traffic. It should also be placed in a location that is vegetated, relatively level, and provides for ease of access by heavy equipment, cleanout, disposal of trapped sediment, and proper release of filtered water. The filter bag shall also be placed at least 50 feet from all wetlands, streams or other surface waters. 2. Size - Geotextile filter bag shall be sized in accordance with the manufacturers recommendations based on the pump discharge rate. Materials and Installation 1. The geotextile material will have the following attrib-utes: 2. The bag shall be sewn with a double needle machine using high strength thread, double stitched “Joe” type capable of minimum roll strength of 100 lbs/inch (ASTM D4884). 3. The geotextile filter bag shall have an opening large enough to accommodate a 4 inch diameter discharge hose with an attached strap to tie off the bag to the hose to prevent back flow. 4. The geotextile shall be placed on a gravel bed 2 inches thick, a straw mat 4 inches thick, or a vegetated filter strip to allow water to flow out of the bag in all direc-tions. Maintenance 1. The geotextile filter bag is considered full when re-maining bag flow area has been reduced by 75%. At this point, it should be replaced with a new bag. 2. Disposal may be accomplished by removing the bag to an appropriate designated upland area, cut open, re-move the geotextile for disposal, and spread sediment contents and seeded and mulched according to the veg- etative plan. Minimum Grab Tensile Strength 200 lbs. Minimum Grab Tensile Elongation 50 % Minimum Trapezoid Tear Strength 80 lbs. Mullen Burst Strength 380 psi Minimum Puncture Strength 130 lbs Apparent Opening Size 40 - 80 US sieve Minimum UV Resistance 70% Minimum Flow Thru Rate 70 gpm/sq ft July 2016 Page 5.46 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR SEDIMENT TRAP Definition & Scope A temporary sediment control device formed by excavation and/or embankment to intercept sediment-laden runoff and trap the sediment in order to protect drainageways, proper-ties, and rights-of-way below the sediment trap from sedi-mentation. Conditions Where Practice Applies A sediment trap is usually installed in a drainageway, at a storm drain inlet, or other points of collection from a dis-turbed area for one construction season. Sediment traps should be used to artificially break up the natural drainage area into smaller sections where a larger device (sediment basin) would be less effective. Design Criteria If the drainage area to the proposed trap location exceeds 5 acres, or the trap is in place beyond one construction sea-son, or any of the additional design criteria presented here cannot be met, a full Sediment Basin must be used. See Standard and Specification for Sediment Basin on page 5.19. Drainage Area The maximum drainage area for all sediment traps shall be 5 acres. Location Sediment traps shall be located so that they can be installed prior to grading or filling in the drainage area they are to protect. Traps must not be located any closer than 20 feet from a proposed building foundation if the trap is to func- tion during building construction. Locate traps to obtain maximum storage benefit from the terrain and for ease of cleanout and disposal of the trapped sediment. Trap Size The volume of a sediment trap as measured at the elevation of the crest of the outlet shall be at least 3,600 cubic feet per acre of drainage area. A minimum length to width ratio of 2:1 should be provided. The volume of a constructed trap shall be calculated using standard mathematical procedures. The volume of a natural sediment trap may be approximat-ed by the equation: Volume (cu.ft.) = 0.4 x surface area (sq.ft.) x maximum depth (ft.). Trap Cleanout Sediment shall be removed and the trap restored to the orig-inal dimensions when the sediment has accumulated to ½ of the design depth of traps I-II, and 1/3 the depth for trap III. Sediment removed from the trap shall be deposited in a protected area and in such a manner that it will not erode. Embankment All earth embankments for sediment traps shall not exceed five (5) feet in height as measured at the low point of the original ground along the centerline of the embankment. Embankments shall have a minimum four (4) foot wide top and side slopes of 2:1 or flatter. The embankment shall be compacted by traversing with equipment while it is being constructed. The embankment shall be stabilized with seed and mulch as soon as it is completed The elevation of the top of any dike directing water to any sediment trap will equal or exceed the maximum height of the outlet structure along the entire length of the trap. Excavation All excavation operations shall be carried out in such a manner that erosion and water pollution shall be minimal. Excavated portions of sediment traps shall have 1:1 or flat-ter slopes. Outlet The outlet shall be designed, constructed, and maintained in such a manner that sediment does not leave the trap and that erosion at or below the outlet does not occur. Sediment traps must outlet onto stabilized (preferable un-disturbed) ground, into a watercourse, stabilized channel, or into a storm drain system. Distance between inlet and out-let should be maximized to the longest length practicable. New York State Standards and Specifications Page 5.47 July 2016 For Erosion and Sediment Control All traps must be seeded and mulched immediately after construction. Trap Details Needed on Erosion and Sediment Control Plans Each trap shall be delineated on the plans in such a manner that it will not be confused with any other features. Each trap on a plan shall indicate all the information necessary to properly construct and maintain the structure. If the draw-ings are such that this information cannot be delineated on the drawings, then a table shall be developed. If a table is developed, then each trap on a plan shall have a number and the numbers shall be consecutive. The following information shall be shown for each trap in a summary table format on the plans. 1. Trap number 2. Type of trap 3. Drainage area 4. Storage required 5. Storage provided (if applicable) 6. Outlet length or pipe sizes 7. Storage depth below outlet or cleanout elevation 8. Embankment height and elevation (if applicable) Type of Sediment Traps There are three (3) specific types of sediment traps which vary according to their function, location, or drainage area. I. Pipe Outlet Sediment Trap II. Stone Outlet Sediment Trap III. Compost Filter Sock Sediment Trap I. Pipe Outlet Sediment Trap A Pipe Outlet Sediment Trap consists of a trap formed by embankment or excavation. The outlet for the trap is through a perforated riser and a pipe through the embank-ment. The outlet pipe and riser shall be made of steel, cor-rugated metal or other suitable material. The top of the embankment shall be at least 1 ½ feet above the crest of the riser. The preferred method of dewatering the sediment trap is by surface skimmer. See Dewatering Device Standard, page 5.10. If the riser alone is used for dewatering, the top 2/3 of the riser shall be perforated with one (1) inch nomi-nal diameter holes or slits spaced six (6) inches vertically and horizontally placed in the concave portion of the corru-gated pipe. No holes or slits will be allowed within six (6) inches of the top of the horizontal barrel. All pipe connections shall be watertight. The riser shall be wrapped with ½ to ¼ inch hardware cloth wire then wrapped with filter cloth with a sieve size between #40-80 and secured with strapping or connecting band at the top and bottom of the cloth. The cloth shall cover an area at least six (6) inches above the highest hole and six (6) inches below the lowest hole. The top of the riser pipe shall not be covered with filter cloth. The riser shall have a base with sufficient weight to prevent flotation of the riser. Two approved bases are: 1. A concrete base 12 in. thick with the riser embedded 9 in. into the concrete base, or 2. One quarter inch, minimum, thick steel plate attached to the riser by a continuous weld around the circumference of the riser to form a watertight connection. The plate shall have 2.5 feet of stone, gravel, or earth placed on it to prevent flotation. In either case, each side of the square base measurement shall be the riser diameter plus 24 inches. Pipe outlet sediment traps shall be limited to a five (5) acre maximum drainage area. Pipe outlet sediment trap is inter-changeable in the field with stone outlet provided that these sediment traps are constructed in accordance with the detail and specifications for that trap. Select pipe diameter from the following table: See details for Pipe Outlet Sediment Trap ST-I in Figure 5.25 and 5.26 on pages 5.49 and 5.50. Optional sediment trap dewatering devices are shown on Figure 5.29 on Page 5.53. Minimum Sizes Barrel Diameter1 (in.) Riser Diameter1 (in.) Maximum Drain- age Area (ac.) 12 15 1 15 18 2 18 21 3 21 24 4 21 27 5 1 Barrel diameter may be same size as riser diameter July 2016 Page 5.48 New York State Standards and Specifications For Erosion and Sediment Control II. Stone Outlet Sediment Trap A Stone Outlet Sediment Trap consists of a trap formed by an embankment or excavation. The outlet of this trap is over a stone section placed on level ground. The minimum length (feet) of the outlet shall be equal to four (4) times the drainage area (acres). Required storage shall be 3,600 cubic feet per acre of drain-age area. The outlet crest (top of stone in weir section) shall be level, at least one (1) foot below top of embankment and no more than one (1) foot above ground beneath the outlet. Stone used in the outlet shall be small riprap (4 in. x 8 in.). To provide more efficient trapping effect, a layer of filter cloth should be embedded one (1) foot back into the upstream face of the outlet stone or a one (1) foot thick layer of two (2) inch or finer aggregate shall be placed on the upstream face of the outlet. Stone Outlet Sediment Traps may be interchangeable in the field with pipe outlet sediment traps provided they are con-structed in accordance with the detail and specifications for those traps. Stone outlet sediment traps shall be limited to a five (5) acre maximum drainage area. See details for Stone Outlet Sediment Trap ST-II in Figure 5.27 on page 5.51 III. Compost Sock Sediment Trap A compost sock sediment trap consists of a trap formed by creating an enclosure of geotextile mesh tubes filled with a compost filter media. These traps are used in locations where there is no opportunity to direct runoff into larger traps or well vegetated areas. This could occur at site en-trances and access points or in tight areas due to construc-tion boundary limits. Surface runoff can be directed to the trap with standard con-veyance practices. Groundwater or surface ponding in low areas can be pumped into the compost sock sediment trap with appropriate energy dissipation at the pump outlet to prevent scour. Design criteria for Compost Sock Sediment Trap 1. The maximum drainage area tributary to the trap shall be 5 acres. 2. The minimum settled height above ground shall be 2.0 feet formed by staking 3 compost filter socks in a pyra-mid as shown in Figure 5.28 on page 5.52. 3. The storage volume provided in the compost sock sedi-ment trap shall be 3,600 cubic feet per tributary drain-age acre. 4. If necessary, additional storage area can be created by excavating a sump 1 foot deep beginning at least 5 feet away from the inside sock. 5. All compost filter sock materials, mesh, and compost, will meet the material specifications listed in the Com-post Filter Sock standard. No spillway is required. 6. Compost filter sock sediment traps shall be inspected weekly and after every rainfall event. Sediment shall be removed when it reaches one third, 1/3, the height of the trap. 7. The maximum limit of use for a compost sock sediment trap is one (1) year. The existing trap shall be replaced if there is a need for a trap beyond that time limit. 8. Upon completion of the work, the compost sock sedi-ment trap shall be removed. The compost within the socks may be used during cleanup as a vegetative growth medium in accordance with the site stabiliza-tion plan. New York State Standards and Specifications Page 5.49 July 2016 For Erosion and Sediment Control Figure 5.25 Pipe Outlet Sediment Trap: ST-I July 2016 Page 5.50 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.26 Pipe Outlet Sediment Trap: ST-I - Construction Specifications New York State Standards and Specifications Page 5.51 July 2016 For Erosion and Sediment Control Figure 5.27 Stone Outlet Sediment Trap: ST-II July 2016 Page 5.52 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.28 Compost Filter Sock Sediment Trap: ST-III Plan View Staking Detail Specifications: 1. Sock infill and filter media material shall meet the standards of Table 5.1 on page 5.8 . Compost shall meet the com-post filter sock standard of Table 5.2 on page 5.8. 2. Compost sock sediment traps shall not exceed three socks in height and shall be stacked in pyramidal form as shown above. Minimum trap height is one 24 inch diameter sock. Additional storage may be provided by means of an exca-vated sump 12 inches deep extending 1 to 3 feet upslope of the socks along the lower side of the trap. 3. Compost sock sediment traps shall provide 3,600 cubic feet storage capacity with 12 inches of freeboard for each tribu-tary drainage acreage. (See manufacturer for anticipated settlement.) 4. The maximum tributary drainage area is 5.0 acres. Since compost socks are “flow-through,” no spillway is required. 5. Compost sock sediment traps shall be inspected weekly and after each runoff event. Sediment shall be removed when it reaches 1/3 the height of the socks. 6. Photodegradable and biodegradable socks shall not be used for more than 1 year. 1. Compost Sock Sediment Trap shall be sized to provide 3,600 cubic feet of storage capacity for acre tributary to the trap. 2. Minimum base width is equivalent to the height. 3. Sediment accumulation shall not exceed 1/3 the total height of the trap. 4. Socks shall be of larger diameter at the base of the trap and decrease in diameter for successive layers as indicated to the left. 5. Ends of the trap shall be a minimum of 1 foot higher in elevation that the mid-section, which shall be located at the point of discharge. * Figures adapted from Filtrexx New York State Standards and Specifications Page 5.53 July 2016 For Erosion and Sediment Control Figure 5.29 Optional Sediment Trap Dewatering Devices for Traps with <5 Acres Drainage Area July 2016 Page 5.54 New York State Standards and Specifications For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR SILT FENCE Definition & Scope A temporary barrier of geotextile fabric installed on the contours across a slope used to intercept sediment laden runoff from small drainage areas of disturbed soil by tem-porarily ponding the sediment laden runoff allowing settling to occur. The maximum period of use is limited by the ul- traviolet stability of the fabric (approximately one year). Conditions Where Practice Applies A silt fence may be used subject to the following condi-tions: 1. Maximum allowable slope length and fence length will not exceed the limits shown in the Design Criteria for the specific type of silt fence used ; and 2. Maximum ponding depth of 1.5 feet behind the fence; and 3. Erosion would occur in the form of sheet erosion; and 4. There is no concentration of water flowing to the barri-er; and 5. Soil conditions allow for proper keying of fabric, or other anchorage, to prevent blowouts. Design Criteria 1. Design computations are not required for installations of 1 month or less. Longer installation periods should be designed for expected runoff. 2. All silt fences shall be placed as close to the disturbed area as possible, but at least 10 feet from the toe of a slope steeper than 3H:1V, to allow for maintenance and roll down. The area beyond the fence must be undis-turbed or stabilized. 3. The type of silt fence specified for each location on the plan shall not exceed the maximum slope length and maximum fence length requirements shown in the fol-lowing table: 4. Silt fence shall be removed as soon as the disturbed area has achieved final stabilization. The silt fence shall be installed in accordance with the ap-propriate details. Where ends of filter cloth come together, they shall be overlapped, folded and stapled to prevent sedi-ment bypass. Butt joints are not acceptable. A detail of the silt fence shall be shown on the plan. See Figure 5.30 on page 5.56 for Reinforced Silt Fence as an example of details to be provided. Criteria for Silt Fence Materials 1. Silt Fence Fabric: The fabric shall meet the following specifications unless otherwise approved by the appropriate erosion and sediment control plan approval authority. Such approval shall not constitute statewide acceptance. Slope Length/Fence Length (ft.) Slope Steepness Standard Reinforced Super <2% < 50:1 300/1500 N/A N/A 2-10% 50:1 to 10:1 125/1000 250/2000 300/2500 10-20% 10:1 to 5:1 100/750 150/1000 200/1000 20-33% 5:1 to 3:1 60/500 80/750 100/1000 33-50% 3:1 to 2:1 40/250 70/350 100/500 >50% > 2:1 20/125 30/175 50/250 Standard Silt Fence (SF) is fabric rolls stapled to wood-en stakes driven 16 inches in the ground. Reinforced Silt Fence (RSF) is fabric placed against welded wire fabric with anchored steel posts driven 16 inches in the ground. Super Silt Fence (SSF) is fabric placed against chain link fence as support backing with posts driven 3 feet in the ground. New York State Standards and Specifications Page 5.55 July 2016 For Erosion and Sediment Control 2. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross section-al area of 3.5 square inches. Steel posts will be stand-ard T and U section weighing not less than 1.00 pound per linear foot. Posts for super silt fence shall be stand-ard chain link fence posts. 3. Wire Fence for reinforced silt fence: Wire fencing shall be a minimum 14 gage with a maximum 6 in. mesh opening, or as approved. 4. Prefabricated silt fence is acceptable as long as all ma-terial specifications are met. Reinforced Silt Fence Super Silt Fence Fabric Properties Minimum Acceptable Value Test Method Grab Tensile Strength (lbs) 110 ASTM D 4632 Elongation at Failure (%) 20 ASTM D 4632 Mullen Burst Strength (PSI) 300 ASTM D 3786 Puncture Strength (lbs) 60 ASTM D 4833 Minimum Trapezoidal Tear Strength (lbs) 50 ASTM D 4533 Flow Through Rate (gal/min/sf) 25 ASTM D 4491 Equivalent Opening Size 40-80 US Std Sieve ASTM D 4751 Minimum UV Residual (%) 70 ASTM D 4355 July 2016 Page 5.56 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.30 Reinforced Silt Fence New York State Standards and Specifications Page 5.57 July 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION Definition & Scope A temporary barrier with low permeability, installed around inlets in the form of a fence, berm or excavation around an opening, detaining water and thereby reducing the sediment content of sediment laden water by settling thus preventing heavily sediment laden water from entering a storm drain system. Conditions Where Practice Applies This practice shall be used where the drainage area to an inlet is disturbed, it is not possible to temporarily divert the storm drain outfall into a trapping device, and watertight blocking of inlets is not advisable. It is not to be used in place of sediment trapping devices. This practice shall be used with an upstream buffer strip if placed at a storm drain inlet on a paved surface. It may be used in conjunction with storm drain diversion to help prevent siltation of pipes installed with low slope angle. Types of Storm Drain Inlet Practices There are five (5) specific types of storm drain inlet protec-tion practices that vary according to their function, location, drainage area, and availability of materials: I. Excavated Drop Inlet Protection II. Fabric Drop Inlet Protection III. Stone & Block Drop Inlet Protection IV. Paved Surface Inlet Protection V. Manufactured Insert Inlet Protection Design Criteria Drainage Area – The drainage area for storm drain inlets shall not exceed one acre. Erosion control/temporary stabi-lization measures must be implemented on the disturbed drainage area tributary to the inlet. The crest elevations of these practices shall provide storage and minimize bypass flow. Type I – Excavated Drop Inlet Protection This practice is generally used during initial overlot grading after the storm drain trunk line is installed. Limit the drainage area to the inlet device to 1 acre. Exca- vated side slopes shall be no steeper than 2:1. The mini-mum depth shall be 1 foot and the maximum depth 2 feet as measured from the crest of the inlet structure. Shape the excavated basin to fit conditions with the longest dimension oriented toward the longest inflow area to provide maxi-mum trap efficiency. The capacity of the excavated basin should be established to contain 900 cubic feet per acre of disturbed area. Weep holes, protected by fabric and stone, should be provided for draining the temporary pool. Inspect and clean the excavated basin after every storm. Sediment should be removed when 50 percent of the stor-age volume is achieved This material should be incorpo-rated into the site in a stabilized manner. Type II – Fabric Drop Inlet Protection This practice is generally used during final elevation grad-ing phases after the storm drain system is completed. Limit the drainage area to 1 acre per inlet device. Land area slope immediately surrounding this device should not ex-ceed 1 percent. The maximum height of the fabric above the inlet crest shall not exceed 1.5 feet unless reinforced. The top of the barrier should be maintained to allow over-flow to drop into the drop inlet and not bypass the inlet to July 2016 Page 5.58 New York State Standards and Specifications For Erosion and Sediment Control unprotected lower areas. Support stakes for fabric shall be a minimum of 3 feet long, spaced a maximum 3 feet apart. They should be driven close to the inlet so any overflow drops into the inlet and not on the unprotected soil. Im-proved performance and sediment storage volume can be obtained by excavating the area. Inspect the fabric barrier after each rain event and make repairs as needed. Remove sediment from the pool area as necessary with care not to undercut or damage the filter fabric. Upon stabilization of the drainage area, remove all materials and unstable sediment and dispose of properly. Bring the adjacent area of the drop inlet to grade, smooth and compact and stabilize in the appropriate manner to the site. Type III – Stone and Block Drop Inlet Protection This practice is generally used during the initial and inter-mediate overlot grading of a construction site. Limit the drainage area to 1 acre at the drop inlet. The stone barrier should have a minimum height of 1 foot and a maximum height of 2 feet. Do not use mortar. The height should be limited to prevent excess ponding and bypass flow. Recess the first course of blocks at least 2 inches below the crest opening of the storm drain for lateral support. Subse- quent courses can be supported laterally if needed by plac-ing a 2x4 inch wood stud through the block openings per-pendicular to the course. The bottom row should have a few blocks oriented so flow can drain through the block to dewater the basin area. The stone should be placed just below the top of the blocks on slopes of 2:1 or flatter. Place hardware cloth of wire mesh with ½ inch openings over all block openings to hold stone in place. As an optional design, the concrete blocks may be omitted and the entire structure constructed of stone, ringing the outlet (“doughnut”). The stone should be kept at a 3:1 slope toward the inlet to keep it from being washed into the inlet. A level area 1 foot wide and four inches below the crest will further prevent wash. Stone on the slope toward the inlet should be at least 3 inches in size for stability and 1 inch or smaller away from the inlet to control flow rate. The eleva-tion of the top of the stone crest must be maintained 6 inch-es lower than the ground elevation down slope from the inlet to ensure that all storm flows pass over the stone into the storm drain and not past the structure. Temporary dik-ing should be used as necessary to prevent bypass flow. The barrier should be inspected after each rain event and repairs made where needed. Remove sediment as necessary to provide for accurate storage volume for subsequent rains. Upon stabilization of contributing drainage area, remove all materials and any unstable soil and dispose of properly. Bring the disturbed area to proper grade, smooth, compact and stabilize in a manner appropriate to the site. Type IV – Paved Surface Inlet Protection This practice is generally used after pavement construction has been done while final grading and soil stabilization is occurring. These practices should be used with upstream buffer strips in linear construction applications, and with temporary surface stabilization for overlot areas, to reduce the sediment load at the practice. This practice includes sand bags, compost filter socks, geo-tubes filled with bal-last, and manufactured surface barriers. Pea gravel can also be used in conjunction with these practices to improve per-formance. When the inlet is not at a low point, and is off- set from the pavement or gutter line, protection should be selected and installed so that flows are not diverted around the inlet. New York State Standards and Specifications Page 5.59 July 2016 For Erosion and Sediment Control The drainage area should be limited to 1 acre at the drain inlet. All practices will be placed at the inlet perimeter or beyond to maximize the flow capacity of the inlet. Practices shall be weighted, braced, tied, or otherwise anchored to prevent movement or shifting of location on paved surfaces. Traffic safety shall be integrated with the use of this prac-tice. All practices should be marked with traffic safety cones as appropriate. Structure height shall not cause flood-ing or by-pass flow that would cause additional erosion. The structure should be inspected after every storm event. Any sediment should be removed and disposed of on the site. Any broken or damaged components should be re-placed. Check all materials for proper anchorage and se-cure as necessary. Type V - Manufactured Insert Inlet Protection The drainage area shall be limited to 1 acre at the drain in-let. All inserts will be installed and anchored in accordance with the manufacturers recommendations and design de-tails. The fabric portion of the structure will equal or exceed the performance standard for the silt fence fabric. The in-serts will be installed to preserve a minimum of 50 percent of the open, unobstructed design flow area of the storm drain inlet opening to maintain capacity for storm events. July 2016 Page 5.60 New York State Standards and Specifications For Erosion and Sediment Control Figure 5.31 Excavated Drop Inlet Protection New York State Standards and Specifications Page 5.61 July 2016 For Erosion and Sediment Control Figure 5.32 Fabric Drop Inlet Protection Appendix H NYSDEC Deep-Ripping and Decompaction (April 2008) DEPARTMENT OF ENVIRONMENTAL CONSERVATIONNew 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 Alternative Stormwater Management Deep‐Ripping and Decompaction 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. 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 The objective 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: • 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 • Enhances direct groundwater recharge through greater dispersion across and through a broader surface than afforded by some runoff-control structural measures • Decreases runoff volume generated and provides hydrologic source control • 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 • 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: ● 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. ● The second series runs obliquely, crossing the first series at an angle of about 45 degrees. ● 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. ● 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. ● 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. ● 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: ● American Society of Agricultural Engineers. 1971. Compaction of Agricultural Soils. ASAE. ● Brady, N.C., and R.R. Weil. 2002. The Nature and Properties of Soils. 13th ed. Pearson Education, Inc. ● Baver, L.D. 1948. Soil Physics. John Wiley & Sons. ● Carpachi, N. 1987 (1995 fifth printing). Excavation and Grading Handbook, Revised. 2nd ed. Craftsman Book Company ● Ellis, B. (Editor). 1997. Safe & Easy Lawn Care: The Complete Guide to Organic Low Maintenance Lawn. Houghton Mifflin. ● Harpstead, M.I., T.J. Sauer, and W.F. Bennett. 2001. Soil Science Simplified. 4th ed. Iowa State University Press. ● Magdoff, F., and H. van Es. 2000. Building Soils for Better Crops. 2nd ed. Sustainable Agricultural Networks ● McCarthy, D.F. 1993. Essentials of Soil Mechanics and Foundations, Basic Geotechnics 4th ed. Regents/Prentice Hall. ● Plaster, E.J. 1992. Soil Science & Management. 3rd ed. Delmar Publishers. ● Union Gas Limited, Ontario, Canada. 1984. Rehabilitation of Agricultural Lands, Dawn‐Kerwood Loop Pipeline; Technical Report. Ecological Services for Planning, Ltd.; Robinson, Merritt & Devries, Ltd. and Smith, Hoffman Associates, Ltd. ● US Department of Agriculture in cooperation with Cornell University Agricultural Experiment Station. Various years. Soil Survey of (various names) County, New York. USDA. Internet Access: ● Examples of implements: V‐Rippers. Access by internet search of John Deere Ag ‐New Equipment for 915 (larger‐frame model) V‐ Rippe; and, for 913 (smaller‐frame model) V‐Ripper. Deep, angled‐leg subsoiler. Access by internet search of: Bigham Brothers Shear Bolt Paratill‐Subsoiler. http://salesmanual.deere.com/sales/salesmanual/en_NA/primary_tillage/2008/feature/rippers/915v_pattern_frame.html?sbu=a g&link=prodcat Last visited March 08. ● Soils data of USDA Natural Resources Conservation Service. NRCS Web Soil Survey. http://websoilsurvey.nrcs.usda.gov/app/ and USDA‐NRCS Official Soil Series Descriptions; View by Name. http://ortho.ftw.nrcs.usda.gov/cgi‐bin/osd/osdname.cgi . Last visited Jan. 08. ● Soil penetrometer information. Access by internet searches of: Diagnosing Soil Compaction using a Penetrometer (soil compaction tester), PSU Extension; as well as Dickey‐john Soil Compaction Tester. http://www.dickey-johnproducts.com/pdf/SoilCompactionTest.pdf and http://cropsoil.psu.edu/Extension/Facts/uc178pdf Last visited Sept. 07 Appendix I SPDES Construction Log Book August 2005 Page H.1 New York Standards and Specifications For Erosion and Sediment Control STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION ACTIVITIES CONSTRUCTION SITE LOG BOOK Table of Contents I. Pre-Construction Meeting Documents a. Preamble to Site Assessment and Inspections b. Operator’s Certification c. Qualified Professional's Credentials & Certification d. Pre-Construction Site Assessment Checklist II. Construction Duration Inspections a. Directions b. Modification to the SWPPP III. Monthly Summary Reports IV. Monitoring, Reporting, and Three-Month Status Reports a. Operator’s Compliance Response Form APPENDIX H Properly completing forms such as those contained in Appendix H meet the inspection requirement of NYS-DEC SPDES GP for Construction Activities. Completed forms shall be kept on site at all times and made avail- able to authorities upon request. New York Standards and Specifications Page H.2 August 2005 For Erosion and Sediment Control I. PRE-CONSTRUCTION MEETING DOCUMENTS Project Name _____________________________________________________________________ Permit No. _____________________________________ Date of Authorization _______________ Name of Operator _________________________________________________________________ Prime Contractor __________________________________________________________________ a. Preamble to Site Assessment and Inspections The Following Information To Be Read By All Person’s Involved in The Construction of Stormwater Re- lated Activities: The Operator agrees to have a qualified professional1 conduct an assessment of the site prior to the com-mencement of construction2 and certify in this inspection report that the appropriate erosion and sediment controls described in the SWPPP have been adequately installed or implemented to ensure overall prepared-ness of the site for the commencement of construction. Prior to the commencement of construction, the Operator shall certify in this site logbook that the SWPPP has been prepared in accordance with the State’s standards and meets all Federal, State and local erosion and sediment control requirements. When construction starts, site inspections shall be conducted by the qualified professional at least every 7 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater (Construction Dura- tion Inspections). The Operator shall maintain a record of all inspection reports in this site logbook. The site logbook shall be maintained on site and be made available to the permitting authorities upon request. The Operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities on a monthly basis (Monthly Summary Report). The operator shall also prepare a written summary of compliance with this general permit at a minimum frequency of every three months (Operator’s Compliance Response Form), while coverage exists. The sum-mary should address the status of achieving each component of the SWPPP. Prior to filing the Notice of Termination or the end of permit term, the Operator shall have a qualified pro-fessional perform a final site inspection. The qualified professional shall certify that the site has undergone final stabilization3 using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls (such as silt fencing) not needed for long-term erosion control have been removed. In addition, the Operator must identify and certify that all permanent structures described in the SWPPP have been constructed and provide the owner(s) with an operation and maintenance plan that ensures the structure(s) continuously functions as designed. 1 “Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls, such as a Certified Professional in Erosion and Sediment Control (CPESC), soil scientist, licensed engineer or someone working under the direction and supervision of a licensed engineer (person must have experience in the principles and practices of erosion and sediment control). 2 “Commencement of construction” means the initial removal of vegetation and disturbance of soils associated with clearing, grading or excavating activities or other construction activities. 3 “Final stabilization” means that all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of eighty (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 struc-tures. August 2005 Page H.3 New York Standards and Specifications For Erosion and Sediment Control b. Operators Certification "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated 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. Further, I hereby certify that the SWPPP meets all Federal, State, and local erosion and sediment control requirements. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law. Name (please print): Title Date: Address: Phone: Email: Signature: c. Qualified Professional's Credentials & Certification “I hereby certify that I meet the criteria set forth in the General Permit to conduct site inspections for this project and that the appropriate erosion and sediment controls described in the SWPPP and as described in the following Pre-construction Site Assessment Checklist have been adequately installed or implemented, ensuring the overall preparedness of this site for the commencement of construction.” Name (please print): Title Date: Address: Phone: Email: Signature: New York Standards and Specifications Page H.4 August 2005 For Erosion and Sediment Control d. Pre-construction Site Assessment Checklist (NOTE: Provide comments below as necessary) 1. Notice of Intent, SWPPP, and Contractors Certification: Yes No NA [ ] [ ] [ ] Has a Notice of Intent been filed with the NYS Department of Conservation? [ ] [ ] [ ] Is the SWPPP on-site? Where?______________________________ [ ] [ ] [ ] Is the Plan current? What is the latest revision date?______________ [ ] [ ] [ ] Is a copy of the NOI (with brief description) onsite? Where?______________ [ ] [ ] [ ] Have all contractors involved with stormwater related activities signed a contractor’s certification? 2. Resource Protection Yes No NA [ ] [ ] [ ] Are construction limits clearly flagged or fenced? [ ] [ ] [ ] Important trees and associated rooting zones, on-site septic system absorption fields, existing vegetated areas suitable for filter strips, especially in perimeter areas, have been flagged for protection. [ ] [ ] [ ] Creek crossings installed prior to land-disturbing activity, including clearing and blasting. 3. Surface Water Protection Yes No NA [ ] [ ] [ ] Clean stormwater runoff has been diverted from areas to be disturbed. [ ] [ ] [ ] Bodies of water located either on site or in the vicinity of the site have been identified and protected. [ ] [ ] [ ] Appropriate practices to protect on-site or downstream surface water are installed. [ ] [ ] [ ] Are clearing and grading operations divided into areas <5 acres? 4. Stabilized Construction Entrance Yes No NA [ ] [ ] [ ] A temporary construction entrance to capture mud and debris from construction vehicles before they enter the public highway has been installed. [ ] [ ] [ ] Other access areas (entrances, construction routes, equipment parking areas) are stabilized immediately as work takes place with gravel or other cover. [ ] [ ] [ ] Sediment tracked onto public streets is removed or cleaned on a regular basis. 5. Perimeter Sediment Controls Yes No NA [ ] [ ] [ ] Silt fence material and installation comply with the standard drawing and specifications. [ ] [ ] [ ] Silt fences are installed at appropriate spacing intervals [ ] [ ] [ ] Sediment/detention basin was installed as first land disturbing activity. [ ] [ ] [ ] Sediment traps and barriers are installed. 6. Pollution Prevention for Waste and Hazardous Materials Yes No NA [ ] [ ] [ ] The Operator or designated representative has been assigned to implement the spill prevention avoidance and response plan. [ ] [ ] [ ] The plan is contained in the SWPPP on page ______ [ ] [ ] [ ] Appropriate materials to control spills are onsite. Where? __________________ August 2005 Page H.5 New York Standards and Specifications For Erosion and Sediment Control II. CONSTRUCTION DURATION INSPECTIONS a. Directions: Inspection Forms will be filled out during the entire construction phase of the project. Required Elements: (1) On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14-day period; (2) Indicate on a site map all areas of the site that have undergone temporary or permanent stabilization; (3) Indicate all disturbed site areas that have not undergone active site work during the previous 14-day period; (4) Inspect all sediment control practices and record the approximate degree of sediment accumulation as a percentage of sediment storage volume (for example, 10 percent, 20 percent, 50 percent); (5) Inspect all erosion and sediment control practices and record all maintenance requirements such as verifying the integrity of barrier or diversion systems (earthen berms or silt fencing) and containment systems (sediment basins and sediment traps). Identify any evidence of rill or gully erosion occurring on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive deposition of sediment or ponding water along barrier or diversion systems. Record the depth of sediment within containment structures, any erosion near outlet and overflow structures, and verify the ability of rock filters around perforated riser pipes to pass water; and (6) Immediately report to the Operator any deficiencies that are identified with the implementation of the SWPPP. New York Standards and Specifications Page H.6 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 1 of ______ SITE PLAN/SKETCH _________________________________________ ____________________________________ Inspector (print name) Date of Inspection ________________________________________ ____________________________________ Qualified Professional (print name) Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. August 2005 Page H.7 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 2 of ______ Maintaining Water Quality Yes No NA [ ] [ ] [ ] Is there an increase in turbidity causing a substantial visible contrast to natural conditions? [ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease? [ ] [ ] [ ] All disturbance is within the limits of the approved plans. [ ] [ ] [ ] Have receiving lake/bay, stream, and/or wetland been impacted by silt from project? Housekeeping 1. General Site Conditions Yes No NA [ ] [ ] [ ] Is construction site litter and debris appropriately managed? [ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? [ ] [ ] [ ] Is dust adequately controlled? 2. Temporary Stream Crossing Yes No NA [ ] [ ] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ] Installed non-woven geotextile fabric beneath approaches. [ ] [ ] [ ] Is fill composed of aggregate (no earth or soil)? [ ] [ ] [ ] Rock on approaches is clean enough to remove mud from vehicles & prevent sediment from entering stream during high flow. Runoff Control Practices 1. Excavation Dewatering Yes No NA [ ] [ ] [ ] Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. [ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ] Sediment laden water from work area is being discharged to a silt-trapping device. [ ] [ ] [ ] Constructed upstream berm with one-foot minimum freeboard. 2. Level Spreader Yes No NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Constructed on undisturbed soil, not on fill, receiving only clear, non-sediment laden flow. [ ] [ ] [ ] Flow sheets out of level spreader without erosion on downstream edge. 3. Interceptor Dikes and Swales Yes No NA [ ] [ ] [ ] Installed per plan with minimum side slopes 2H:1V or flatter. [ ] [ ] [ ] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. [ ] [ ] [ ] Sediment-laden runoff directed to sediment trapping structure New York Standards and Specifications Page H.8 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 3 of ______ Runoff Control Practices (continued) 4. Stone Check Dam Yes No NA [ ] [ ] [ ] Is channel stable? (flow is not eroding soil underneath or around the structure). [ ] [ ] [ ] Check is in good condition (rocks in place and no permanent pools behind the structure). [ ] [ ] [ ] Has accumulated sediment been removed?. 5. Rock Outlet Protection Yes No NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Installed concurrently with pipe installation. Soil Stabilization 1. Topsoil and Spoil Stockpiles Yes No NA [ ] [ ] [ ] Stockpiles are stabilized with vegetation and/or mulch. [ ] [ ] [ ] Sediment control is installed at the toe of the slope. 2. Revegetation Yes No NA [ ] [ ] [ ] Temporary seedings and mulch have been applied to idle areas. [ ] [ ] [ ] 4 inches minimum of topsoil has been applied under permanent seedings Sediment Control Practices 1. Stabilized Construction Entrance Yes No NA [ ] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [ ] [ ] [ ] Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? 2. Silt Fence Yes No NA [ ] [ ] [ ] Installed on Contour, 10 feet from toe of slope (not across conveyance channels). [ ] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Fabric buried 6 inches minimum. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation is ___% of design capacity. August 2005 Page H.9 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 4 of ______ Sediment Control Practices (continued) 3. Storm Drain Inlet Protection (Use for Stone & Block; Filter Fabric; Curb; or, Excavated practices) Yes No NA [ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Drainage area is 1acre or less. [ ] [ ] [ ] Excavated area is 900 cubic feet. [ ] [ ] [ ] Excavated side slopes should be 2:1. [ ] [ ] [ ] 2” x 4” frame is constructed and structurally sound. [ ] [ ] [ ] Posts 3-foot maximum spacing between posts. [ ] [ ] [ ] Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at max 8-inch spacing. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation ___% of design capacity. 4. Temporary Sediment Trap Yes No NA [ ] [ ] [ ] Outlet structure is constructed per the approved plan or drawing. [ ] [ ] [ ] Geotextile fabric has been placed beneath rock fill. Sediment accumulation is ___% of design capacity. 5. Temporary Sediment Basin Yes No NA [ ] [ ] [ ] Basin and outlet structure constructed per the approved plan. [ ] [ ] [ ] Basin side slopes are stabilized with seed/mulch. [ ] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility. Sediment accumulation is ___% of design capacity. Note: Not all erosion and sediment control practices are included in this listing. Add additional pages to this list as required by site specific design. Construction inspection checklists for post-development stormwater management practices can be found in Appendix F of the New York Stormwater Management Design Manual. New York Standards and Specifications Page H.10 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS b. Modifications to the SWPPP (To be completed as described below) The Operator shall amend the SWPPP whenever: 1. There is a significant change in design, construction, operation, or maintenance which may have a significant effect on the potential for the discharge of pollutants to the waters of the United States and which has not otherwise been addressed in the SWPPP; or 2. The SWPPP proves to be ineffective in: a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required by this permit; or b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted construction activity; and 3. Additionally, the SWPPP shall be amended to identify any new contractor or subcontractor that will implement any measure of the SWPPP. Modification & Reason: ______________________________________________________________________________________ ____________________________________________________________________________________________________________________________________________________________________________ ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ______________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ______________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ______________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ __________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ CONTRACTOR'S CERTIFICATION "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System (“SPDES”) general permit for stormwater discharges form construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations: PROJECT NAME PERMIT NUMBER NYR Identify the specific elements of the SWPPP that your construction company will be responsible for: Trained Individual Responsible Construction Company For SWPPP Implementation. Print Name of Trained Individual Title of Trained Individual Contractor Address Telephone Number Contractor's Signature Fax Number Print Name of Signer Title of Signer Date M:\Data Processing\GO\Stormwater\CONTRACTOR'S CERTIFICATION.doc Appendix J CU Structural Soil CU-Structural Soil® A Comprehensive Guide CU-Structural Soil® installation at Zuccotti Park, New York City [ 1 ] Founded in 1980 with the explicit mission of improving the quality of urban life by enhancing the functions of plants within the urban ecosystem, the Urban Horticulture Institute program integrates plant stress physiology, horticultural science, plant ecology and soil science and applies them to three broad areas of inquiry. They are: • The selection, evaluation and propagation of superior plants with improved tolerance of biotic and abiotic stresses, and enhanced functional uses in the disturbed landscape. • Developing improved technologies for assessing and ameliorating site limitations to improve plant growth and development. • Developing improved transplant technologies to insure the successful establishment of plants in the urban environment. Compiled and edited by Bryan R. Denig Authors: Nina Bassuk, Urban Horticulture Institute, Horticulture Section, School of Integrative Plant Science, Cornell University Bryan R. Denig, Urban Horticulture Institute, Horticulture Section, School of Integrative Plant Science, Cornell University Ted Haffner, Urban Horticulture Institute, Horticulture Section, School of Integrative Plant Science, Cornell University Jason Grabosky, Department of Ecology, Evolution, & Natural Resources, Rutgers University Peter Trowbridge, Department of Landscape Architecture, Cornell University Photo Credits: Urban Horticulture Institute, Cornell University Amereq, Inc. Layout & Graphics: Bryan R. Denig Contact: nlb2@cornell.edu Copyright © 2015 CU-Soil® is a proprietary material patented by Cornell University and marketed under the trademarked names CU-Structural Soil® or CU-Soil®. By obtaining this material from an Amereq-licensed company, it assures that the material has been produced and tested to meet research-based specifications. To find a licensed producer in your region contact Brian Kalter (bkalter@amereq.com) or Fernando Erazo (fe@amereq.com) at Amereq Inc., 19 Squadron Blvd. New City, New York 10956. (800) 832-8788 For more information on CU-Structural Soil®, see: http://www.hort.cornell.edu/uhi/outreach/in dex.htm#soil http://www.structuralsoil.com/ [ 2 ] Contents PART I: An Introduction to CU-Structural Soil® The Importance of Soil ......................................................................................................................... 5 Can smart species selection mitigate challenges of the urban landscape? ............ 5 The role of soil volume on tree growth ...................................................................6 What happens when roots encounter dense, compacted soil? ............................... 7 How much soil volume does a tree need? ...............................................................9 Where can one find enough soil? .......................................................................... 10 The Case for CU-Structural Soil® ........................................................................................................ 11 What is CU-Structural Soil®? ................................................................................ 11 How does it work? ................................................................................................. 12 Why is it Licensed? ................................................................................................ 13 Practical Matters and FAQ ................................................................................................................. 14 What volume of CU-Soil® is needed? ................................................................... 14 What depth is needed for CU-Structural Soil®? ................................................... 15 What is the recommended length and width for installations? ........................... 15 How does CU-Soil® perform over time? ............................................................... 15 How does CU-Soil® prevent heaving? .................................................................. 15 Can you add conventional soil in the tree pit and CU-Soil® under the pavement?15 How do you plant trees in CU-Soil®?.................................................................... 15 What about irrigation and drainage? .................................................................... 16 Can CU-Soil® be used in urban areas without pavement over the root zone?..... 16 Can CU-Structural Soil® be retrofitted for use under existing trees? .................. 16 CU-Structural Soil® quality control and installation ........................................... 16 What are the oldest installations of CU-Soil®? ..................................................... 16 Obtaining CU-Structural Soil® ............................................................................. 17 PART II: How to Use CU-Structural Soil® Growing Trees in CU-Soil® ................................................................................................................ 19 New Streetscape Tree Plantings ........................................................................... 20 Trees in Plazas and Parking Lots .......................................................................... 21 Growing larger trees in parking lot islands with CU-Structural Soil® ................ 21 Freeing Existing Trees from Tree Pits Using CU-Structural Soil®...................... 22 Creating Break-out Zones from Narrow Tree Lawns .......................................... 22 Saving Existing Trees Threatened by Construction..............................................23 Using CU-Soil® Under Porous Pavement .......................................................................................... 24 Permeable Pavers ................................................................................................. 24 Porous Asphalt ...................................................................................................... 25 Designing with CU-Soil® and Porous Asphalt ...................................................... 25 [ 3 ] Using CU-Structural Soil® with Turf ................................................................................................. 27 Designing and Working with Turf/CU-Soil® Systems ........................................ 28 Turf/CU-Structural Soil® Systems and Stormwater ........................................... 28 Benefits of Using CU-Structural Soil® to Remove Pollutants ............................. 29 Turf in Parking Lots ............................................................................................. 29 Design of a Turf-covered Fire Access Lane using CU-Soil® ............................................................. 30 Design Assumptions .............................................................................................. 31 Modifications for Design ....................................................................................... 31 Notes on Soil Types ...............................................................................................32 PART III: Case Studies Porous Parking Lot, Ithaca NY ........................................................................................................... 35 McCarren Park, Brooklyn NY ............................................................................................................ 38 W. State Street, Ithaca NY ................................................................................................................. 40 Green Street, Ithaca NY ...................................................................................................................... 41 Mann Library, Ithaca NY.................................................................................................................... 43 Car Dealership Turf Median, Birmingham, AL ................................................................................. 45 PART IV: Resources Installation Specifications .................................................................................................................. 47 Choosing Trees Appropriate for use in CU-Structural Soil® ............................................................. 51 Standard Design Details ..................................................................................................................... 52 CU-Structural Soil® Break-out Zone from Narrow Tree Lawn to Adjacent Property 52 Typical Tree Planting Pit with CU-Structural Soil® along Sidewalk .................... 53 Typical Tree Planting Island in a Parking Lot with CU-Structural Soil® ............. 54 Further Information ........................................................................................................................... 55 [ 4 ] PART I An Introduction to CU-Structural Soil® [ 5 ] The Importance of Soil The fact that trees have difficulties surviving in urban and suburban environments is not a surprise. Urban areas are rarely designed with trees in mind. Trees are often treated as if they were afterthoughts in an environment designed and built for cars, pedestrians, buildings, roadways, sidewalks and utilities. Studies report that trees in urban areas and especially in less residential areas live an average of 20- 30 years,1 and 19-28 years from a review of 11 cities.2 These same species could live for much longer in a forest environment. This city tree was clearly added as an afterthought Urban trees face a range of environmental challenges, such as increased heat loads, de- icing salts, soil and air pollution, and interference from utilities, vehicles and buildings. Yet the most significant problem that urban trees face is the scarcity of soil suitable for root growth.3 While many of the 1 Nowak,D J, Kuroda, M and Crane, D. “ Tree mortality rates and tree population projections in Baltimore, Maryland. USA” Urban Forestry and Urban Greening 2.(2004) 139-147 2 Roman. L.A. “How many trees are enough? Tree death and the urban canopy” ” Scenario Journal: Scenario 04: Building the Urban Forest.(2014) 3 Lindsey, P. and N. Bassuk. “Redesigning the urban forest from the ground below: A new approach to problems urban trees face can be mitigated by planting species that are tolerant of a given challenge, there are no tree species that can tolerate the extreme soil compaction that is prevalent throughout urban and suburban landscapes. Can smart species selection mitigate challenges of the urban landscape? A large volume of uncompacted soil, with adequate drainage, aeration, and reasonable specifying adequate soil volumes for street trees.” Arboricultural Journal 16 (1992): 25-39. Urban Challenge Will smart species selection help? Insects / Diseases Yes Limited Space Yes Heat / Cold Yes Poor Drainage Yes Dry Soils Yes (up to a point) pH Yes Salt Somewhat Soil Compaction (physical impedance) No [ 6 ] fertility, is the key to the healthy growth of trees.4, The upfront investment in making the soil suitable for supporting a healthy tree is paid back in full when that tree fulfills the functions for which it was planted. These functions may include shade, beauty, noise reduction, wind abatement, pollution reduction, stormwater mitigation, wildlife habitat, and the creation of civic identity. An adequate soil volume is key, considering that soils are where the nutrients, water and air are held in a balance that allows for root growth and water and nutrient acquisition. Simply put, when soils are inadequate, plant growth suffers and trees die prematurely. The standard (but entirely inadequate) city tree pit. It’s not surprising that trees in these situations have shorter lifespan. 4 Perry, T. O. “The ecology of tree roots and the practical significance thereof.” Arboricultural Journal 8 (1982): 197-211. 5 Craul, P. J. Urban Soil in Landscape Design. New York: John Wiley & Sons, Inc., 1992. The role of soil volume on tree growth Human activities can severely damage soil structure. The process of construction in a city, or even the installation of a sidewalk in an otherwise rural area, necessarily dictates a high level of soil disturbance. Any construction effort requires soil excavation, cut and fill, re- grading, and soil compaction. Often heavy machinery is brought on site to accomplish this work, increasing the potential for compaction of soils. Compaction of soil in preparation for pavement Surface evidence of severe soil compaction There are two critical effects of soil compaction which directly impact plant growth and limit useable rooting space: 1. Soil structure is destroyed, and the majority of large interconnected pores (macropores) are [ 7 ] crushed. This results in a restriction of the soil’s water drainage and subsequent aeration. 2. As the macropores are crushed, soils become denser, eventually posing a physical barrier to root penetration. There are numerous accounts of urban soils being literally as “dense as bricks”.6 Soil that is light, porous, and suitable for growing trees Severely compacted soil that is “dense as bricks” and not conducive to tree root growth What happens when roots encounter dense, compacted soil? When roots encounter dense soil, they change direction, stop growing, or adapt by remaining 6 Patterson, J. C., J. J. Murray, and J. R. Short. “The impact of urban soils on vegetation.” Proc. 3rd METRIA Conference (1980): 33-56. abnormally close to the surface. This superficial rooting makes urban trees more vulnerable to drought stress and can cause pavement heaving. Also, if a dense soil becomes waterlogged, the tree roots can rot from lack of oxygen. Trees planted in severly limited soil volumes die young unless their roots are able to break past compacted soils into an adequate volume of useable soil. This often results in dangerous sidewalk heaving. The roots of this tree have grown through the compacted soil beneath the sidewalk, into the large volume of soil beyond. Expanding tree roots have caused the sidewalk to heave. [ 8 ] Tree roots heaving pavement Thick superficial roots that have caused a sidewalk to heave. With paving removed, it is easy to see how this tree's roots took advantage of the weak points in the pavement. While the tree survived, the expanding roots caused the pavement to fail. Compacted soils can cause a "containerizing" effect on trees, making them especially vulnerable to wind throw Besides limiting root growth, compacted soil drains poorly. Seen here, pooling water and a drowned tree. In urban soils that are not covered by pavement, it is possible to break-up, amend or replace compacted soils to make them more conducive to root growth. However, where soils are covered by pavement, the needs of the tree [ 9 ] come in direct opposition to specifications that call for a highly compacted base on which to construct pavement. All pavements must be laid on well-draining compacted bases so that the pavement will not subside, frost heave, or otherwise prematurely require replacement. Therefore, soils that must support pavement are often too dense for root growth. It is not surprising then that urban trees surrounded by pavement have the shortest life spans of trees in cities. Unfortunately, these paved areas also tend to be those that most need trees to mitigate the heat island microclimates that exist in downtown areas. How much soil volume does a tree need? Everything else being equal, access to soil volume can make a substantial difference on tree growth Even trees known to be tolerant of urban conditions such as honeylocust (Gleditsia tricanthos) suffer when given inadequate soil volumes. Urban trees are necessary to the health and livability of our cities, but how much useable soil is necessary to allow them to fulfill their design functions? Research at Cornell’s Urban Horticulture Institute (UHI) has shown that a reasonable ‘rule of thumb’ for most of the United States, except for the desert southwest, is to plan for two cubic feet of soil per every square foot of crown projection.7 The crown projection is the area under the drip line of the tree. If the tree canopy is viewed as symmetrical, the crown projection can be calculated as the area of a circle (πr2). For example: for a tree with a canopy diameter of 20 feet, the crown projection would be, 3.14 x 102, or 3.14 (100) = 314 square feet. Using the ‘rule of thumb,’ an estimate can be calculated that a tree with a 20 foot crown diameter needs approximately 600 cubic feet of soil to support it. Assuming a useable rooting depth of 3 feet, one way of dimensioning the space needed for this tree would be 20′ x 10′ x 3′, or 600 cubic feet. It is clear that a typical 4′ x 5′ tree opening in sidewalks, or a 6′ x 6′ tree pit, is inadequate to allow the tree to mature to this size and fulfill its function in the landscape. This ‘rule of thumb’ method is a very rough way to estimate the soil volume needs of a given tree. This method is based on determining what volume of water must be available in the soil for a tree to support itself, and accounts for climatic factors such as days between rainfalls when the evaporative demand is highest. This general ‘rule of thumb’ is misleading about how different soil types vary in their water holding capacities. For any given tree, the minimum volume of soil needed to support it will be different depending on how much sand, silt, and clay make up the soil composition. Another issue with this method is that it is based on crown projection, which can cause some confusion when fastigiate and narrow 7 Lindsey, P. and N. Bassuk. “Redesigning the urban forest from the ground below: A new approach to specifying adequate soil volumes for street trees.” Arboricultural Journal 16 (1992): 25-39. [ 10 ] tree cultivars are involved. For example, determining how much soil volume is needed to support a fastigiate English oak, which maintains a very narrow crown diameter, could cause confusion. In this case, it is best to decide on the intended mature size of the tree, and determine what the crown projection of a regular English oak of the same age would be. The diameter of the non-fastigiate variety is then used as a proxy to determine the necessary soil volume using the two-to-one ‘rule of thumb’. Another method is to determine how tall the fastigiate tree of interest will be at maturity, and then substitute this height value in for the mature diameter when calculating the crown projection. Yet another issue involves the presence of groundcovers, including lawn. In situations where trees are sharing their soil volume with other plants, even turfgrass, there is more competition for the water held in the soil. In such cases, it is best to try to provide additional soil volume. The standard city tree pit – sometimes referred to in jest as a tree coffin Where can one find enough soil? If the soil under sidewalks and other paved areas were suitable for root growth, urban trees would potentially have access to large volumes of soil. This scenario would allow trees to grow to their mature size and perform as desired. Also, if the soil volume for each tree was connected and continuous, each tree would be able to share soil with its neighboring tree. Looking at the forest as a model, trees may be spaced reasonably close together as long as they share a large common soil volume to support their needs. Given the limited space availability in cities, it is highly desirable to be able to have soil that meets paving engineering requirements while simultaneously allowing for unimpeded root growth under the pavement. CU-Structural Soil® is one technology that meets these requirements. [ 11 ] The Case for CU-Structural Soil® What is CU-Structural Soil®? CU-Structural Soil®, also known as CU-Soil®, is a two-part system comprised of a rigid stone “lattice” that meets engineering requirements for a load-bearing paving base, and a quantity of uncompacted soil that supports tree root growth. The primary component of this soil system is a uniformly sized, highly angular crushed stone ranging from 3/4 to 1 1/2 inches in diameter with no fine materials. When this narrowly graded stone is compacted, the stones form an open “lattice” structure with about 40 percent porosity. Friction at the points where stones come in contact with one another allow the creation of the loadbearing structure of the CU-Structural Soil®. Uniformly sized, highly angular crushed stone CU-Structural Soil® conceptual diagram The second component of the system is a soil which fills the voids in the stone “lattice”. As long as care is taken to not add too much soil to the mix, which would prevent the stone structure from forming, the soil in the voids will remain non-compacted and root penetrable. Since among soil textures, clay has the most water and nutrient-holding capacity, a heavy clay loam or loam, with a minimum of 20% clay, is used in the CU-Structural Soil® system. A minimum of 20% clay is also essential for an adequate cation exchange capacity. It should also have organic matter content ranging from 2%-5% to ensure nutrient and water holding while encouraging beneficial microbial activity. With carefully chosen uniformly-graded stone and the proper stone-to-soil ratio, a medium for healthy root growth is created that also can be compacted to meet engineers’ load-bearing specifications. The intention is to “suspend” the clay soil between the stones without over-filling the voids, which would compromise aeration and bearing capacity. In addition to the stone and soil components, CU-Structural Soil® utilizes Gelscape® Tackifier as a non-toxic, non-phytotoxic tackifier. The structural soil process benefits from adding a tackifying agent to stabilize the mixing process. The tackifier allows for the stones and soil to mix uniformly and prevents separation of the materials resulting from vibration in transit, dumping, and working of the material in installation. Gelscape® Tackifier being applied to uniformly sized crushed stone. Photo courtesy Amereq, Inc. [ 12 ] Close-up of angular stone with Gelscape® Tackifier applied (prior to admixing with clay loam soil) Clay loam soil is mixed with the crushed stone. The added Gelscape® Tackifier helps it “stick” and prevents settling during construction. Photo courtesy J-V Environmental Services CU-Structural Soil® being delivered to project site. Photo courtesy Minick Materials Company Compaction of CU-Structural Soil® during installation. For proper installation, CU-Structural Soil® must be compacted every 6 inches. Photo courtesy AZ Best, LLC Closeup of CU-Structural Soil® after installation How does it work? The stone components of CU-Structural Soil® come together during compaction, forming a strong, load-bearing, compacted stone base suitable for paving over, while the large voids between the stones provide room for an uncompacted clay loam soil and allow for root growth and aeration of the root zone. [ 13 ] CU-Structural Soil® conceptual diagram Extensive fibrous root system from a tree grown in CU-Structural Soil® Root system of a tree grown in CU-Structural Soil® (left) compared to one grown in a regular compacted soil (right). Root systems are shown at three years post-transplant. To be suitable as a base course that has high load-bearing ability and as a medium that supports tree growth, the ratio of stone-tosoil materials is a major consideration. If the stone voids are overly filled with soil, aeration and bearing capacity of the system are compromised. Too much soil will change the formation of the stone lattice resulting in an unacceptable decrease in bearing capacity. Not enough soil in the system limits tree growth. Why is it Licensed? CU-Structural Soil® has been patented and licensed to qualified producers to ensure quality control; its trademarked names are CU- Structural Soil® or CU-Soil®. By obtaining this material from an Amereq, Inc.-licensed company, it assures that the material has been produced and tested to meet research-based specifications. Many individuals have employed systems termed “structural soils”, but they are not the same as CU-Structural Soil®. [ 14 ] Practical Matters and FAQ What volume of CU-Soil® is needed? Similar to naturally occurring soil types, to quickly estimate the volume of CU-Structural Soil® needed to support a mature tree, it is best to plan for two cubic feet of CU-Soil® per every square foot of tree crown projection.8 Trees growing in CU-Structural Soil® in areas that normally use irrigation to grow trees should also provide low volume drip irrigation in CU-Structural Soil® installations. 8 Lindsey, P. and N. Bassuk. “Redesigning the urban forest from the ground below: A new approach to specifying adequate soil volumes for street trees.” Arboricultural Journal 16 (1992): 25-39. CU-Structural Soil® volumes needed to support trees of various sizes [ 15 ] What depth is needed for CU- Structural Soil®? For typical street tree applications, a minimum depth of 24” is required, but 36” is preferred. For turf installations used with CU-Soil®, a minimum depth of 12” is recommended (please refer to the turf portion of this guide). What is the recommended length and width for installations? There are no established minimums. However, CU-Structural Soil® was designed to ideally go under entire pavement areas. This homogeneity ensures uniform engineering characteristics below the pavement, particularly in regard to frost heaving and drainage. How does CU-Soil® perform over time? The excavation of a seven-year-old installation did not show any soil migration. The pores between stones in CU-Structural Soil® are mostly filled with soil, so there are few empty spaces for soil to migrate to. Excavation of a tree growing in CU-Structural Soil® Over a long period of time, the soluble salts from which the hydrogel tackifier was produced, (i.e. potassium and nitrogen from the Potassium Propenoate-Propenamide Copolymer) are released. The inert hydrogel tackifier becomes a minimum part of the soil system. Beyond that, it appears that colonizing roots and other organisms will, over time, replace the spatial and tackifying roles of the hydrogel. How does CU-Soil® prevent heaving? As we have observed, the roots of trees grown in CU-Structural Soil® are deep down in the profile, spread over a larger area which helps prevent sidewalk heaving during expansion. Additionally, there is no evidence of frost heave damage in the Ithaca, New York installations (which include some of the oldest CU-Soil® installations). Based on drainage testing and swell data on this extremely porous system, CU-Structural Soil® appears quite stable. Can you add conventional soil in the tree pit and CU-Soil® under the pavement? It is recommended to use CU-Structural Soil® under the tree ball to prevent the root ball from sinking. Planting trees directly in CU- Structural Soil® provides a firmer base for unit pavers close to the root ball than conventional soil. If the tree pit is sufficiently large, greater than 8’ x 8’, an uncompacted sandy loam soil could be used in the open tree pit surrounding the root ball with CU-Structural Soil® extending under the pavement. How do you plant trees in CU-Soil®? Planting a tree into structural soil is fairly simple. If possible, the pavement opening should be large enough to allow for buttress root formation on older trees. This opening could be paved in removable pavers or mulched. The tree is simply planted into the structural soil as it would be in a traditional soil. The roots will grow directly into the CU- Structural Soil®. If there is a large unpaved opening around the tree (at least 8’ X 8'), it is possible to use a sandy loam soil in this opening and then CU-Soil® under the pavement. It is presumed that supplemental [ 16 ] watering will be provided for establishment as would be expected for any newly planted tree. What about irrigation and drainage? As would be expected in any soil, it is crucial to water the newly planted tree until it is established and possibly include additional, under pavement irrigation as part of a long- term maintenance plan as dictated by local conditions. In regions where irrigation is necessary to grow trees, low volume under pavement irrigation systems have been used successfully. Provision for an irrigation system for trees planted in CU-Structural Soil® may be necessary and become part of a maintenance program. Given the large volume of structural soil for tree roots to explore, the need for sufficient irrigation must be determined by local as well as long-term maintenance needs. Taking into account the available moisture holding capacity, it is recommended to use CU- Soil® in larger volumes to provide similar moisture availability as traditional soils. In CU-Soil®, the total root system grows to occupy a more extensive area. Fertilizers can be dissolved into the irrigation water for nutritional management if necessary, although to date, nutrient deficiencies have not been observed in CU-Structural Soil® installations. When the subgrade below the CU-Soil® is compacted and rendered essentially impermeable to moisture and roots or for any other reasons water saturation can become a problem, positive drainage below the tree root system is recommended. A perforated and wrapped drain pipe connected to the stormwater drainage system should be placed between the structural soil material and the compacted subgrade when needed to improve drainage. Can CU-Soil® be used in urban areas without pavement over the root zone? CU-Structural Soil® was designed to be used where soil compaction is required, such as under sidewalks, parking lots, medians, plazas, and low-access roads. Where soils are not required to be compacted, a good, well- draining soil should be used. Can CU-Structural Soil® be retrofitted for use under existing trees? CU-Structural Soil® has been utilized under and adjacent to existing trees. Several successful retrofits have been done in Ithaca, New York. Care should be taken to excavate roots with an air excavation tool and then to keep roots covered and moist until backfilling with CU-Structural Soil®, which should occur as soon as possible. Any excavation should be done under guidance from an arborist. Trees should be kept well-watered during the current and next growing season to compensate for any possible root damage. CU-Structural Soil® quality control and installation CU-Structural Soil® is produced by Amereq Inc.-licensed companies as needed and is preferably not stockpiled. All materials are tested by an independent soils lab. It is produced and delivered and should be installed in a timely manner. If any short-term stockpiling is required, protection from rain and contamination should be provided. What are the oldest installations of CU-Soil®? The two oldest installations date to 1994. There are now thousands of projects of various sizes across the United States, Canada and other countries. For more information about installations, visit www.structuralsoil.com or contact Brian Kalter at Amereq, Inc. (see below). [ 17 ] Obtaining CU-Structural Soil® CU-Structural Soil® has been patented and licensed to qualified producers to ensure quality control; its trademarked names are CU- Structural Soil® or CU-Soil®. By obtaining this material from an Amereq-licensed company, it assures that the material has been produced and tested to meet research-based specifications. There are licensed producers throughout the US, Canada and other countries. To find the one in your region contact Brian Kalter (bkalter@amereq.com) or Fernando Erazo (fe@amereq.com) at Amereq Inc., 19 Squadron Blvd. New City, New York 10956. (800) 832-8788 [ 18 ] PART II How to Use CU-Structural Soil ® [ 19 ] Growing Trees in CU-Soil® Trees planted in a trench of CU-Structural Soil® in Campbell, CA. The photo on the right is looking up into the canopy of one of these trees. Photos courtesy TMT Enterprises, Inc. Trees planted in standard tree pits in Campbell, CA. The photo on the right is looking up into the canopy of one of these trees. Photos courtesy TMT Enterprises, Inc. CU-Structural Soil® was designed to provide increased soil volumes for tree roots under pavements. It can and should be used under sidewalks, parking lots, pedestrian mall pavements and low-use vehicular roads. Research at Cornell University has shown that tree roots in CU-Structural Soil® grow deep into the profile, even up to 36”, away from the fluctuating temperatures at the pavement surface. Because of this, the roots are less likely to heave and crack pavement systems. This has been demonstrated by both research and real- world projects over the past 15+ years. Planting a tree into CU-Structural Soil® is much like conventional planting. If possible, the pavement opening should be expandable (via removable pavers or using a mulched area) for the sake of the anticipated buttress roots of the maturing tree. CU-Structural Soil® should be used at a depth of at least 24” but preferably 36”. CU-Structural Soil® can be used right up to the surface grade where there is a pavement opening that is large enough to allow for tree installation. Depending on the size of the opening, trees may be planted directly into CU- Structural Soil®. CU-Structural Soil® under this paved sidewalk provides these street trees with a continuous large volume of usable soil. Dallas, TX. Photo courtesy Minick Materials Company [ 20 ] New Streetscape Tree Plantings This new streetscape in Phoenix, Arizona provided an opportunity to incorporate a large volume of CU-Structural Soil® beneath the pavers. Photo courtesy AZ Best, LLC New streetscape projects offer the greatest opportunity for using CU-Structural Soil®, as “thinking about the trees” can be made a priority from the very beginning of the project. Early and substantial input from a tree specialist can get the project started on the right track. By thinking about trees from the very beginning, and not merely as an afterthought, it is easier to design and construct landscapes for tree success (see Standard Design Details in Part IV: Resources). In urban situations where tree lawns are not practical, pavement over CU-Structural Soil® allows street trees to share a large-volume, continuous strip of useable soil, as seen here in Ithaca, NY. [ 21 ] Trees in Plazas and Parking Lots Many urban plazas sacrifice tree useable soil volume in favor of extensive paving. By utilizing CU-Structural Soil® beneath the pavers, this plaza in Ithaca, NY has thriving trees without sacrificing paved area. Trees in parking lots, as well as paved plazas, benefit from the use of CU-Structural Soil®. Whether there is a curb or not, good, well- drained sandy loam may be used around the tree where the opening is at least 8’ x 8’. This will increase water availability to the tree roots. If the opening is smaller, CU-Structural Soil® may be used right up to the tree ball. Although it is not necessary to use an additional base course on top of CU-Structural Soil®, some engineers may want to do so, immediately under the pavement. CU-Structural Soil® may also be used to enlarge a ‘tree island’ within a parking lot. With a large tree planting area, good, well-draining sandy loam can be used in the island and CU- Structural Soil® added as an unseen rooting medium under adjacent asphalt parking bays (see Standard Design Details in Part IV: Resources). [ 22 ] Freeing Existing Trees from Tree Pits Using CU-Structural Soil® Renovation of this street and sidewalk in Ithaca, NY, provided an opportunity to use CU-Structural Soil® as a 36” base course for a replaced segment of sidewalk. This renovation allows the roots of this existing tree to escape its tree pit confines. Street renovation projects, where lengthy sections of streets and sidewalks are entirely reconstructed, offer opportunities to “free” the roots of trees that were previously confined to tree pits. When the sidewalk on an entire urban block is to be replaced, but the existing trees and tree pits are to remain as they are, there is potential to expand the useable soil volume by using CU- Structural Soil® as a base course for the new sidewalk pavement and also as a growing medium up to 36” deep. By doing so, it is possible to link the once isolated tree pits to one another by a continuous length of CU- Structural Soil®, and greatly increase the usable soil volume for each tree and prevent future sidewalk heaving. Creating Break-out Zones from Narrow Tree Lawns Removing this sidewalk section, and replacing it with one that has a CU- Soil® base, will allow tree roots to grow out from the tree lawn. Ithaca, NY Because this tree lawn is so narrow, a sidewalk section has been removed, and a replacement will be poured on this CU- Soil® base. Ithaca, NY Where there is an adjacent green space, whether a park or front lawn, CU-Structural Soil® may be used as a channel for roots to safely grow under sidewalk pavement and into the green space. Generally two concrete sidewalk flags are removed, the area is excavated to 24”- 36”, and CU-Structural Soil® is backfilled into the area. Paving slabs are then replaced in a conventional manner (see Standard Design Details in Part IV: Resources). [ 23 ] Saving Existing Trees Threatened by Construction The roots of this katsura tree were threatened by construction of a new plaza. The tree was saved due to careful planning, and the use of CU-Structural Soil® around the existing tree roots. Pavers were installed directly on top of CU-Soil® Sometimes planned construction activity and paving projects can threaten the root systems of mature trees. When extensive paving is planned in the root zone of mature existing trees, it is possible to use CU-Structural Soil® as a means to save the threatened tree. In preparation for new paving, the soil around existing tree roots can be excavated using a non-injurious method such as an air excavation tool. CU-Structural Soil® is then used as the base course for the new paving. Because the depth of the base course required for the pavement might mean that the paved area is “built up”, on top of the tree roots, rather than “dug down” (which would destroy the roots), special design consideration must be given to the finished elevation of the final paving. [ 24 ] Using CU-Soil® Under Porous Pavement9 Stormwater concerns are receiving an increasing amount of attention from the general public, and there is currently growing interest in storing and infiltrating stormwater on site. Traditionally, solutions to this problem involved retention and detention ponds and the use of bioswales. However, these solutions require a dedicated space, which is rarely available in densely developed urban areas. Another method for storing and infiltrating stormwater on site involves using porous paving with a gravel base course that has enough void space to serve as a reservoir for captured rainwater. Porous paving on top of CU-Structural Soil® is different than traditional porous paving installations because of the material used in the gravel reservoir underneath the pavement surface. Traditional porous pavement technology approaches the problem only from a water quantity standpoint, and usually calls for the use of uniformly sized stone in the reservoir underneath the pavement. CU-Structural Soil® can also be used as a base for porous pavements. Such a system has two major benefits. The first is that CU-Structural Soil® is designed to be compacted, making it easy for contractors to install. Second, CU- Soil® is engineered to support healthier tree growth in the toughest of urban environments, resulting in better plant performance in and adjacent to pavements. CU-Structural Soil® is a viable growing medium that supports tree growth under pavement, break-out zones, retrofitting and reducing construction damage. Given the high porosity, water infiltration is very rapid 9 Day, S.D. and S.B. Dickinson. Managing stormwater for urban sustainability using trees and structural soils. Virginia Polytechnic Institute and State University, Blacksburg, VA. (2008) through porous pavement and structural soil. 24 inches of CU-Structural Soil® can capture 6 inches of rainfall in 24 hours. Combined with porous pavement, CU-Structural Soil® provides a reservoir for stormwater capture under pavement. Size of Rain Event Depth of CU-Soil® Reservoir Needed to Mitigate Rain Event 1.56”6” 3.12”12” 4.68”18” 6.25”24” 7.8”30” 9.36”36” Reservoir depths and the corresponding levels of mitigated rain events based on the 26% void space within CU-Structural Soil® mix. Permeable Pavers If non-mortared pavers are used, a setting bed of uniformly-graded coarse sand should be used, to a depth specified by paver manufacturer specifications. To discourage rooting in this layer, a geo-textile—one that does not restrict water movement—can be used between this material and the CU-Structural Soil®. This installation uses cobble pavers with porous joints as the covering of a continuous trench of CU-Soil®. [ 25 ] Water is able to infiltrate the soil, while still allowing easy pedestrian access to the cars utilizing the on-street parking. San Francisco, CA. By having porous joints between the bricks in this paving strip, water is able to infiltrate into the CU-Soil® below. Ithaca, NY. Porous Asphalt A porous asphalt and CU-Soil® installation in Ithaca, NY just after construction Porous asphalt is similar to traditional asphalt in every way but the mix specification. Unlike traditional asphalt, porous asphalt leaves out the fine particles in the mix. Leaving out these finer particles leaves gaps within the profile of the asphalt that allow water to flow through the pavement, rather than over the pavement. While porous asphalt traditionally has a crushed stone base, by substituting CU-Soil® as a stormwater reservoir it is possible to store stormwater and support tree growth. Designing with CU-Soil® and Porous Asphalt When using CU-Structural Soil® and porous asphalt, there are a few things that are important to keep in mind: Porous asphalt has its own mix specification. The depth of the CU-Structural Soil® reservoir underneath the porous asphalt depends on the size of the storm event that you want to mitigate. Infiltration rates for ground water recharge vary greatly and depend on the type of soil underneath the CU- Structural Soil® reservoir. Because of this reality, it is necessary to perform a soil test to find out the soil type and it’s characteristics underneath the reservoir. Conventional storm drainage may be required by regulation. If this is the case, French drains or a traditional PVC drainage system may be installed below the porous asphalt surface to insure that water does not back up through the pavement profile. Porous asphalt needs maintenance. It should never be sealed. To keep porous asphalt porous, it should be vacuumed once every two years to remove silt and dirt particles, although this rarely occurs in practice. Proper sediment control measures such as silt fencing should be used during construction to keep surrounding sediment off of the porous asphalt. If not, pores in the asphalt may clog and become less effective. Tree planting areas should not have raised curbs. Additionally, the asphalt [ 26 ] should be cut for the tree pits in the later stages of construction. Trees and other landscape elements should be planted last to ensure there is no damage to them during construction. [ 27 ] Using CU-Structural Soil® with Turf Primarily used as a functional groundcover in residential lawns, turf grass plantings are also found in parks, playgrounds, and athletic fields. In these situations, turf is used both architecturally for providing a sense of open green space, and functionally as a protective surface for play. With careful design and installation, lawn plantings can also be used in situations that are normally not conducive to growing turf because of soil compaction resulting from high pedestrian traffic and/or occasional vehicular traffic. Examples of these situations include farmers markets, urban park lawns used for public gatherings, limited access fire lanes, and low-use parking lots. Turf on CU-Structural Soil® at a car dealership in Birmingham, AL. Photo courtesy Southpine, Inc. The soil in the entire median was excavated and replaced with CU-Structural Soil®, allowing the lawn median to be used as a space to display inventory. Photo courtesy Holcombe Norton Partners In winter when the sod is dormant, the median serves as an additional storage and display space for the inventory. Photo courtesy Southpine, Inc. Beyond supporting trees, Cornell’s UHI has conducted research of planting turf on top of CU-Structural Soil®. This is in addition to streetscape and stormwater applications to create a healthy lawn that can be used in areas that receive high levels of pedestrian and/or occasional vehicular traffic, with the added benefit of mitigating stormwater. Because CU- Structural Soil® is designed to be compacted, it will withstand heavy traffic. This allows people, cars and temporary structures to safely use a turf covered surface installed on CU- Structural Soil®, without causing soil compaction that is detrimental to the health of the turf planting. Increased water and air within the CU- Structural Soil® medium not only allows for healthier root and shoot growth of the grass, but also allows rainwater and runoff to be collected and held within the CU-Structural Soil® reservoir in large volumes until it can slowly infiltrate into the ground below the reservoir. This reduces runoff to sewer system infrastructure and also recharges the groundwater levels. While lawns are often generalized as a porous surface, different plantings can vary greatly in their capacities to mitigate stormwater, and very compacted lawns have little ability to capture and store stormwater. [ 28 ] On this traditional lawn corner the turf has been worn away by automotive traffic. This traffic compacts the soil and limits drainage, essentially drowning out the grass Here, compaction and poor drainage in a traditional lawn result in large bare spots where grass once grew. Designing and Working with Turf/CU- Soil® Systems Compaction of CU-Structural Soil® prior to installing sod. Photo courtesy Southpine, Inc. Turf/CU-Structural Soil® systems require entire lawn areas to have at least 12” depth of CU-Structural Soil® just below the turf surface. This homogeneity is needed to ensure uniform engineering characteristics below the lawn, particularly in regard to frost heaving and drainage and also to support proper turf growth. For new construction projects, it is relatively easy to incorporate the required depth into the design. CU-Structural Soil® must be compacted with a vibratory or rolling compactor in 6” lifts during installation. Once installed and fully compacted, the sod should be installed directly onto the CU-Structural Soil®, and then irrigated until well rooted and established. Once established, follow local turf maintenance programs including mowing, fertilization and irrigation. Turf/CU-Structural Soil® Systems and Stormwater For systems where stormwater mitigation is a goal, an additional depth of CU-Structural Soil® can be used to increase the volume of stormwater that can be stored. Because the void space for CU-Structural Soil® is approximately 26%, reservoir depths between 24” to 36” will mitigate between 6.25” and 9.36” of rain in a 24 hour period. For example, a 24” depth of CU-Structural Soil® in Ithaca, N.Y., is capable of mitigating a 100 year storm event of 6” in 24 hours. This level of mitigation is quite high, but keep in mind that precipitation is both regional and highly variable from location to location. Also, it is important to remember that if adjacent surfaces drain towards the CU-Structural Soil® installation, the stormwater demand on the system will be increased. A depth of 24” will both support lawn plantings and mitigate a storm event up to 6.25” in 24 hours. Less than 24” will also support lawn plantings but the reservoir will be too shallow to accommodate healthy tree root growth. For [ 29 ] lawns that include tree plantings, a reservoir depth of 24” to 36” is recommended. Benefits of Using CU-Structural Soil® to Remove Pollutants An important quality of any soil is its ability to filter pollutants from surface runoff. Suspension of runoff pollutants such as oil in the soil profile allows for the biodegradation of hydrocarbons into environmentally-harmless products by microorganisms. Through this process, runoff water is filtered before it recharges the groundwater supply. Preliminary research by Qingfu Xiao at the University of California at Davis found that CU-Structural Soil® is effective at removing the nutrients and materials found in polluted surface runoff. Further research in this area is needed, but it is expected that colonization of CU-Structural Soil® by tree roots will further enhance the removal of runoff pollutants.10 Turf in Parking Lots A turf covered parking lot is not a new idea, and has been used in diverse situations in the past, such as at churches and flea markets, and is now being used at professional sports arenas like Sun Life Stadium. As these examples suggest, turf is suitable for use in parking lots that receive only occasional vehicular traffic. There are a number of recommendations for designing successful turf parking lots with CU- Structural Soil®. Use turf in parking areas that receive occasional vehicular traffic, such as farmers markets and the overflow parking areas on the outskirts of large lots. To minimize vehicular wear on the turf as much as possible, place turf only in 10 Day, S.D. and S.B. Dickinson. Managing stormwater for urban sustainability using trees and structural soils. Virginia Polytechnic Institute and State University, Blacksburg, VA. (2008) the parking stalls and not in the driving lanes of the lot. Angled parking stalls are recommended. Use local stormwater data and runoff calculations to set the proper depth of the CU-Structural Soil® reservoir. Doing so will ensure the proper functioning of stormwater mitigation techniques over time. Soil structure underneath the reservoir will help determine infiltration and groundwater recharge rates from the reservoir into the subbase below the reservoir. Use additional drainage as necessary. Flooding may occur if the rate of groundwater recharge is slower than the rate that the reservoir receives both the rain and the runoff. Use grasses appropriate to the site conditions and specify proper post- installation maintenance. Annual fertilizer applications may be required. [ 30 ] Design of a Turf-covered Fire Access Lane using CU-Soil® Fire lanes are access roads or lanes that are designed to accommodate rare use by emergency vehicles, but are not intended for normal vehicular traffic. Many municipalities require buildings to be accessible to emergency vehicles, and these large and heavy vehicles require certain design accommodations. A common result of these requirements is the construction of a wide, visually obtrusive paved roadway that is rarely (if ever) used. There is great interest in using CU-Soil® to create turf-covered fire access lanes. It is possible to use CU-Soil® to support a turf- covered fire access lane rather than a traditional design based on fatigue of the pavement section. The controlling criterion is a maximum allowable deflection (i.e. soil depression) of 0.1” due to wheel loads. Although turf has been successfully grown on CU-Soil® depths as shallow as 6”, it is recommended that at least 12” of CU- Soil® be used in turf fire lane installations to achieve this level of stability. This depth is appropriate for most types of compacted subgrades. A few soil types require greater depths of CU-Soil® due to their inherently low resilient modulus (soil stiffness). These are detailed in the table below. All other subgrade soils require 12” of CU- Soil®. For a greater explanation of these recommendations, see Design Assumptions and Modifications for Design below. Table. Listing of subgrade types that require more than a 12” deep layer of CU-Soil® for a fire access lane. Unified Soil Classification System (USCS) Symbol for soil subgrade Soil Symbol Definition Resilient Modulus (soil stiffness) MR Default (ksi) Minimum Thickness of CU- Soil® needed (inches)* CH clay of high plasticity, fat clay 4 41 MH silt of high plasticity, elastic silt 6 27 CL clay of low plasticity, lean clay 9 19 ML silt 11 15 Because certain turf grasses tolerate wear better than others, for turf/CU-Soil® fire lane installations, Tall Fescue is the recommended species to use in the northern United States, while Zoysia is the recommended turf species for the southern United States. Although most fire trucks are approximately 8 feet wide, fire lanes should be designed to be at least double that width (16 feet). This width may be designed to include a heavy-duty sidewalk with a CU-Soil® base alongside the turf, or may be a turf/ CU-Soil® system by itself. Although the turf/CU-Soil® fire lane is capable of supporting a fire truck and preventing soil compaction, in certain circumstances the surface vegetation may be damaged. Typical section showing a turf-covered firelane using CU-Soil® [ 31 ] Design Assumptions Two layer system of CU-Soil® with turf over compacted subgrade The subgrade should either be undisturbed or, if reused, compacted to 95 percent Proctor density CU-Soil® : Minimum CBR 50 (standard for CU-Soil®) Subgrade soil: Varies Maximum 0.1 inches deflection allowed Fire truck dimensions Source: Emergency Vehicle Size and Weight Regulation Guideline - International Fire Chiefs Association Single wheel in back (worst case) with 100 psi tire pressure. During an emergency it is feasible (and may be advisable) to lower the tire pressure on extremely soft soils. Modifications for Design Resilient modulus (Mr) is a fundamental material property used to characterize unbound pavement materials. It is a measure of material stiffness. The greater the Mr, the more resistant the subgrade is to deformation under a load. As shown in the table below, when the Mr is low, the required thickness of CU-Soil® is greater. When the subgrade has a high Mr, less CU-Soil® is needed. California Bearing Ratio (CBR) is another measure of material stability. It is defined as a penetration test for evaluation of the mechanical strength of road subgrades and base courses. It was developed by the California Department of Transportation before World War II. CU-Soil® is routinely tested for CBR and is specified as having a CBR of at least 50. Resilient Modulus has been correlated with California Bearing Ratio for use in pavement design.11 This correlation was used in the following calculations such that 50 CBR 32,000 psi The fire lane design assumes a saturated soil with some loss of confinement versus the CBR test so an overall strength of the CU-Soil® is assumed to be about two-thirds of the value from the correlation with CBR. CU-Soil® Design value used: 20,000 psi For the subgrade, the design modulus is one- half the expected (default) value due to possible poor drainage conditions in the field. 11 Source: Guide for Mechanistic-Empirical Design of New And Rehabilitated Pavement Structures - Appendix CC-1: Correlation Of CBR Values With Soil Index Properties, National Cooperative Highway Research Program, Transportation Research Board, National Research Council, Washington, DC 2001 [ 32 ] CU-Soil® Thickness Needed for Typical Single Axle Fire Truck Allowing 0.1” Deflection USCS Symbol for soil subgrade Resilient Modulus (soil stiffness) MR Default (ksi) Thickness of CU-Soil (inches)* CH 4 41 MH 6 27 CL 9 19 ML 11 15 SW 21 4* SP 17 8* SW-SC 15 10* SW-SM 17 8* SP-SC 15 10* SP-SM 17 8* SC 14 11* SM 21 4* GW 32 *** GP 29 *** GW-GC 24 *** GW-GM 30 *** GP-GC 23 1* GP-GM 26 *** GC 20 5* GM 30 *** * 12 inches is minimum for constructability, but calculated values are shown *** Properly compacted subgrade soil can support the fire truck weight with or without the addition of the CU-Soil® Notes on Soil Types The Unified Soil Classification System (USCS) is one of many soil classification systems used in engineering and geology to describe the texture and grain size of a soil. The classification system can be applied to most unconsolidated materials, and is represented by a two-letter symbol. Each letter is described on the following page (with the exception of Pt): [ 33 ] Unified Soil Classification System (USCS) First and/or second letters Second letter Letter Definition Letter Definition G gravel P poorly graded (uniform particle sizes) S sand W well-graded (diversified particle sizes) M silt H high plasticity C clay L low plasticity O organic Symbol chart Major divisions Group symbol Group name Coarse grained soils more than 50% retained on or above No.200 (0.075 mm) sieve gravel > 50% of coarse fraction retained on No. 4 (4.75 mm) sieve clean gravel <5% smaller than #200 Sieve GW well-graded gravel, fine to coarse gravel GP poorly graded gravel gravel with >12% fines GM silty gravel GC clayey gravel sand ≥ 50% of coarse fraction passes No.4 sieve clean sand SW well-graded sand, fine to coarse sand SP poorly graded sand sand with >12% fines SM silty sand SC clayey sand Fine grained soils 50% or more passing the No.200 sieve silt and clay liquid limit < 50 inorganic ML silt CL clay of low plasticity, lean clay organic OL organic silt, organic clay silt and clay liquid limit ≥ 50 inorganic MH silt of high plasticity, elastic silt CH clay of high plasticity, fat clay organic OH organic clay, organic silt Highly organic soils Pt peat This section, “Design of a Turf-covered Fire Access Lane using CU-Soil®” created with assistance from David P. Orr, PE, PhD, Cornell Local Roads Program, Dept. of Biological and Environmental Engineering, Cornell University, Ithaca, NY 1485 [ 34 ] Part III Case Studies Porous Parking Lot, Ithaca NY Aerial view of the site As part of a research experiment, in 2005 a 12 car parking lot was designed and constructed in partnership with the Department of Public Works for the City of Ithaca, NY. This lot was an improvement on an existing gravel parking lot adjacent to the Flood Control Channel for the city of Ithaca. This new 150’ x 18’ parking lot was divided in half, with the southern half of the lot using a 3” porous asphalt surface, while the northern half used a 3” layer of medium-duty traditional impervious asphalt surface. The entire lot was excavated to a depth of 2’ and CU-Structural Soil® was used as the new 2’ base course for the entire lot. Plan for the parking lot [ 36 ] CU Structural Soil® was used as a 2’ deep base course for the entire parking lot In the middle of each pavement profile type (porous or impervious asphalt), 3’ wide tree pits were cut, running the entire 18’ width of the lot to the shoulder of the adjacent roadway. Within each tree pit, two bare root 1.5” caliper Accolade Elms (Ulmus japonica x Ulmus wilsoniana ‘Accolade’) were installed. Eight other Accolade Elms of the same size were planted within a 2’ adjacency surrounding the parking lot with four of these adjacent to the porous asphalt profile and four of these adjacent to the traditional asphalt profile The saw-cut planting bed with holes dug in the CU-Soil® for tree planting. Planting the bareroot elms directly into CU-Soil® in 2005 The finished parking lot Spring 2006 [ 37 ] Growth as of 2009 Growth as of 2014 [ 38 ] McCarren Park, Brooklyn NY In 1997, a streetscape project adjacent to McCarren Park in Brooklyn, NY, included CU- Structural Soil® in the design. On one side of the street, CU-Soil® was used as a 24” base course for the entire length and width of the sidewalk, with regularly spaced tree pits that included removable permeable stone pavers. The trees planted on the other side of the street were placed in a standard tree lawn, allowing for easy growth comparisons to be made over the years. After 17 years of observation the trees growing in CU-Soil® are comparable to those growing in the tree lawn across the street. Ground penetrating radar data suggests that the tree roots have thoroughly colonized the CU-Soil® profile. One of the trees planted in the tree lawn. The trees visible across the street are planted in a continuous trench of CU-Structural Soil® Growth after 3 years Growth after 9 years. Photo courtesy Amereq, Inc. [ 39 ] Streetscape after 10 years. Photo courtesy Amereq, Inc. Growth after 14 years. Photo courtesy Amereq, Inc. Streetscape after 15 years. Photo courtesy Amereq, Inc. Streetscape after 17 years. Photo courtesy Amereq, Inc. [ 40 ] W. State Street, Ithaca NY Extents of the W. State Street project A 1999 project to retrofit many blocks of W. State Street in Ithaca, NY provided an opportunity to create block-long continuous trenches of CU-Structural Soil® in the newly constructed streetscape. There were a number of mature trees growing in existing tree pits that were kept during the project. CU-Soil® was constructed right up to the existing tree pits on either side. This effectively freed the roots of the mature tree from the cramped tree pit, and allowed them to explore the lengthy trenches of CU-Soil®. New tree pits were also created. In this project, in many areas, the species used for the new tree plantings were chosen in order to maintain visual similarity with the existing trees. Installation of the new sidewalk on a base of CU-Soil®. This picture also shows an existing mature tree Growth after 10 years. The two trees on the right are mature Zelkovas that were preserved during the retrofitting. The two new trees on the left are Homestead elms that were planted following the retrofitting. A typical tree pit on W. State Street. The colored concrete sections correspond with the extents of the CU- Soil® volume. [ 41 ] Green Street, Ithaca NY Location of the project. The green line represents a continuous trench of CU-Soil® A project in 2003 involved redoing a streetscape in downtown Ithaca, NY. The site, Green Street, is one of the most urban sites in Ithaca. It sees high volumes of vehicular traffic and serves as a major bus station, meaning that the street trees here are constantly exposed to exhaust from idling buses. The design uses an 8’ wide by 24” deep trench of CU-Soil® that provides a continuous soil volume that is shared among all of the trees. The trees planted here are an interesting aspect of the project. These trees are Chinkapin Oak (Quercus muehlenbergii), a tall-growing species that is rarely used as a street tree, but is notable because of its incredible tolerance to highly alkaline soils. The growth and health of these trees attest to this species’ ability to withstand difficult urban stresses. Green Street is one of the busiest streets in Ithaca, and the site of a bus station. The trees are constantly exposed to the exhaust from idling buses. A continuous trench of CU-Soil® connects each tree pit to one another Aerial view in 2014, eleven years after planting. [ 42 ] Growth as of 2006, three years after planting. Growth as of 2014, eleven years after planting. [ 43 ] Mann Library, Ithaca NY An academic building renovation and a plan for a newly paved plaza space threatened a mature Katsura Tree (Cercidiphyllum japonicum) on the Cornell University campus. The standard method for installing a new paved area, which involves excavating down into the soil 18” or more, would have destroyed much of the tree’s root system and led to its demise. Working with the designers during the initial stages of design, it was found that CU-Soil® could play a role in saving the tree. Rather than using the standard methods, the paved plaza space was built on top of the existing tree root- system, which experienced very little damage during construction. In 2014, soil was first cleared from the tree roots using a minimally invasive air excavation tool. On top of the newly exposed roots, CU-Soil® was placed and compacted to form the base course for the plaza. On top of this, pavers with an open, porous joint were installed. This project provides a unique example of how CU-Soil® can be utilized to save mature trees when new paving threatens their root systems. Soil around the roots was excavated using an air excavation tool 12”-15” of CU-Soil® was placed on top of the exposed roots and compacted for use as a base course for the paving Permeable pavers were installed over the CU-Soil® and mature tree roots Void space between individual pavers allows water and air to infiltrate [ 44 ] The nearly finished plaza space [ 45 ] Car Dealership Turf Median, Birmingham, AL Turf on CU-Structural Soil® has been successfully used at a car dealership in Birmingham, AL. At this installation, the soil in an entire median was excavated and replaced with CU-Structural Soil® and sod was placed on top. After installation, the entire median can properly withstand the compaction from the weight of the cars and serves as a flexible open space for the dealership, providing additional space to display inventory, or as overflow parking. Installation and compaction of the CU- Soil®. Photo courtesy Southpine, Inc. The finished installation. Photo courtesy Southpine, Inc. The turf median is used as a parking and display space. Photo courtesy Holcombe Norton Partners The turf median in winter. Photo courtesy Southpine, Inc. [ 46 ] PART IV Resources [ 47 ] Installation Specifications 1.1 GENERAL A. The work of this section consists of all structural soil work and related items as indicated on the drawings or as specified herein and includes, but is not limited to, the following: CU-Soil® is a proprietary material patented by Cornell University and marketed under the registered trademark, CU-Structural Soil®. Only licensed companies are authorized to produce this material, meeting the specifications described in this text. For a list of licensed CU-Soil® producers, call AMEREQ, INC. at 800-832-8788. 1.2 DELIVERY, STORAGE AND HANDLING A. Delivered CU-Structural Soil® shall be at or near optimum compaction moisture content as determined by AASHTO T 99 (ASTM D 698) and should not be placed in frozen, wet or muddy sites. B. Protect CU-Structural Soil® from exposure to excess water and from erosion at all times. Do not store CU-Soil® unprotected. Do not allow excess water to enter site prior to compaction. If water is introduced into the CU-Soil® after grading, allow water to drain to optimum compaction moisture content. 1.3 EXAMINATION OF CONDITIONS A. All areas to receive CU-Structural Soil® shall be inspected by the installing contractor before starting work and all defects such as incorrect grading, compaction, and inadequate drainage shall be reported to the engineer prior to beginning this work. 1.4 QUALITY ASSURANCE A. Qualifications of installing contractor: The work of this section should be performed by a contracting firm which has a minimum of five years experience. Proof of this experience shall be submitted as per paragraph, SAMPLES and SUBMITTALS, of this section. 1.5 UNDERGROUND UTILITIES AND SUBSURFACE CONDITIONS A. The installing contractor shall notify the engineer of any subsurface conditions which will affect the contractor’s ability to install the CU-Soil®. B. The installing contractor shall locate and confirm the location of all underground utility lines and structures prior to the start of any excavation. C. The installing contractor shall repair any underground utilities or foundations damaged during the [ 48 ] progress of this work. 1.6 SITE PREPARATION A. Do not proceed with the installation of the CU-Structural Soil® material until all walls, curb footings and utility work in the area have been installed. For site elements dependent on CU-Structural Soil® for foundation support, postpone installation of such elements until immediately after the installation of CU-Structural Soil®. B. Install subsurface drain lines as shown on the plan drawings prior to installation of CU-Structural Soil® material. C. Excavate and compact the proposed subgrade to depths, slopes and widths as shown on the drawings. Maintain all required angles of repose of the adjacent materials as shown on the drawings. Do not over excavate compacted subgrades of adjacent pavement or structures. D. Confirm that the subgrade is at the proper elevation and compacted as required. Subgrade elevations shall slope parallel to the finished grade and/or toward the subsurface drain lines as shown on the drawings. E. Clear the excavation of all construction debris, trash, rubble and any foreign material. In the event that fuels, oils, concrete washout silts or other material harmful to plants have been spilled into the subgrade material, excavate the soil sufficiently to remove the harmful material. Fill any over excavation with approved fill and compact to the required subgrade compaction. F. Do not proceed with the installation of CU-Structural Soil® until all utility work in the area has been installed. All subsurface drainage systems shall be operational prior to installation of CU-Structural Soil®. G. Protect adjacent walls, walks and utilities from damage. Use ½” plywood and/or plastic sheeting as directed to cover existing concrete, metal and masonry work and other items as directed during the progress of the work. 1. Clean up all trash and any soil or dirt spilled on any paved surface at the end of each working day. 2. Any damage to the paving or architectural work caused by the installing contractor shall be repaired, as directed by the engineer. H. Maintain all silt and sediment control devices required by applicable regulations. Provide adequate methods to assure that trucks and other equipment do not track soil from the site onto adjacent property and the public right of way. 1.7 WATER A. The installing contractor shall be responsible to furnish his own supply of water (if needed) free of impurities, to the site. [ 49 ] 1.8 INSTALLATION OF CU-STRUCTURAL SOIL® MATERIAL A. Install CU-Structural Soil® in 6 inch lifts and compact each lift. B. Compact all materials to at least 95% Proctor Density from a standard compaction curve AASHTO T 99 (ASTM D 698). No compaction shall occur when moisture content exceeds maximum as listed herein. Delay compaction if moisture content exceeds maximum allowable and protect CU-Structural Soil® during delays in compaction with plastic or plywood as directed by the engineer. C. Bring CU-Structural Soil® to finished grades as shown on the drawings. Immediately protect the CU-Structural Soil® from contamination by toxic materials, trash, debris, water containing cement, clay, silt or materials that will alter the particle size distribution of the mix with plastic or plywood as directed by the engineer. D. The engineer may periodically check the material being delivered, prior to installation for color and texture consistency with the approved sample provided by the installing contractor as part of the submittal for CU-Structural Soil®. If the engineer determines that the delivered CU-Soil® varies significantly from the approved samples, the engineer shall contact the licensed producer. E. Engineer shall ensure that the delivered structural soil was produced by the approved CU-Soil® licensee by inspecting weight tickets showing source of material. F. CU-Soil® should not be stockpiled long-term. Any CU-Soil® not installed immediately should be protected by a tarp or other waterproof covering. 1.9 FINE GRADING A. After the initial placement and rough grading of the CU-Structural Soil® but prior to the start of fine grading, the installing contractor shall request review of the rough grading by the engineer. The installing contractor shall set sufficient grade stakes for checking the finished grades. B. Adjust the finish grades to meet field conditions as directed. Provide smooth transitions between slopes of different gradients and direction. Fill all dips with CU-Soil® and remove any bumps in the overall plane of the slope. a. The tolerance for dips and bumps in CU-Structural Soil® areas shall be a 3” deviation from the plane in 10’. All fine grading shall be inspected and approved by the engineer prior to the installation of other items to be placed on the CU-Structural Soil®. C. The engineer will inspect the work upon the request of the installing contractor. Request for inspection shall be received by the engineer at least 10 days before the anticipated date of inspection. 1.10 ACCEPTANCE STANDARDS A. The engineer will inspect the work upon the request of the installing contractor. Request for inspection shall be received by the engineer at least 10 days before the anticipated date of inspection. [ 50 ] 1.11 CLEAN-UP A. Upon completion of the CU-Structural Soil® installation operations, clean areas within the contract limits. Remove all excess fills, soils and mix stockpiles and legally dispose of all waste materials, trash and debris. Remove all tools and equipment and provide a clean, clear site. Sweep, do not wash, all paving and other exposed surfaces of dirt and mud until the paving has been installed over the CU-Structural Soil® material. Do no washing until finished materials covering CU-Structural Soil® material are in place. © 2008-2009, 2012, 2014 END OF SECTION [ 51 ] Choosing Trees Appropriate for use in CU-Structural Soil® As in any street tree planting, it is important to choose species that can withstand the conditions they will encounter in an urban setting. Drought tolerant tree species are recommended for planting in CU-Structural Soil®, which has an available water holding capacity of between 7-12%. The crushed stone component of the CU-Soil® whether limestone, granite, or other aggregate, will ultimately influence soil pH, and this has to be taken into consideration when selecting tree species. CU- Structural Soil® made with limestone generally ends up with a soil pH of about 8.0, regardless of the soil pH when the material was first mixed. For many parts of the country, this is not unusually high, and is especially common in urban areas. Using aggregates that do not influence pH, such as granite, may not affect pH as quickly, but the soil pH value will continue to increase as adjacent concrete slowly breaks down. A CU-Structural Soil® system provides an opportunity for choosing alkaline-tolerant species that require good drainage and are somewhat drought tolerant. As with any planting, local climate will greatly affect what tree species are suitable. As an example, the following list of trees are both alkaline and drought tolerant. These species are suitable for Ithaca, New York, and other similar temperate climates. This list is just to provide a sampling. These species are certainly not the only species that are suitable for growing in a CU- Structural Soil® system. New trees in CU-Soil® must be watered for the first several years until they become established on the site. Lindens (Tilia spp.) in particular may need supplemental water in the first three years. Botanic Name Common Name Botanic Name Common Name Acer campestre Platanus acerifolia Acer miyabei Pyrus calleryana Acer truncatum Quercus macrocarpa Celtis occidentalis Quercus muehlenbergii Cercis canadensis Quercus robur Crataegus crus-galli Robinia pseudacacia Crataegus phaenopyrum Styphnolobium japonicum Crataegus viridis Syringa reticulata Eucommia ulmoides Tilia cordata Ginkgo biloba Tilia tomentosa Gleditsia triacanthos Tilia euchlora Gymnocladus dioicus Ulmus parvifolia Koelreuteria paniculata Ulmus Maclura pomifera Zelkova serrata Malus [ 52 ] Standard Design Details CU-Structural Soil® Break-out Zone from Narrow Tree Lawn to Adjacent Property [ 53 ] Typical Tree Planting Pit with CU-Structural Soil® along Sidewalk [ 54 ] Typical Tree Planting Island in a Parking Lot with CU-Structural Soil® [ 55 ] Further Information Bassuk, Nina, Peter Trowbridge, and Jason Grabosky. "Structural Soil -- Part 1." The Field. ASLA, 30 Jan. 2014. Web. 15 Dec. 2014. Bassuk, Nina, Peter Trowbridge, and Jason Grabosky. "Structural Soil -- Part 2." The Field. ASLA, 19 Feb. 2014. Web. 15 Dec. 2014. Beard, James B. “Turfgrass: Science and Culture” Prentice-Hall, Inc. Englewood Cliffs, N.J. 1973 Cahill, Thomas, Adems, Michelle, and Marm, Courtney. Porous Asphalt: The Right Choice for Porous Pavements, Hot Mix Asphalt Technology September-October. Cahill, Thomas. A second Look at Porous Pavement/Underground Recharge, Watershed Protection Techniques 1, 76-78. Cahill, Thomas. Porous Pavement with Underground Recharge Beds, Engineering Design Manual, West Chester PA: Cahill Design Associates 1993 Evans, M., Bassuk, N.L. and Trowbridge, P.J. 1990. Street trees and sidewalk construction. Landscape Architecture. 80(3) 102-103. Ferguson, Bruce K. “Porous Pavements” Taylor and Francis Group; Boca Raton, London, New York, Singapore, 2005 Ferguson, Bruce K. “Preventing the Problems of Urban Runoff” Renewable Resources Journal (Winter 1995-1996) 14-18 Goldstein, J., Bassuk, N.L., Lindsey, P., and Urban, J. 1991. From the Ground Down. Landscape Architecture, 81(1) 66-68. Grabosky J. and Bassuk N.L. 1995. A New Urban Tree Soil to Safely Increase Rooting Volumes Under Sidewalks. Journal of Arboriculture, 21(4) 187-201. Grabosky, J and Bassuk N.L 2008 Sixth- and Tenth-Year Growth Measurements for Three Tree Species in a Load-Bearing Stone–Soil Blend Under Pavement and a Tree Lawn in Brooklyn, New York, U.S. J. of Arboriculture and Urban Forestry34 (4):265-266 Grabosky, J, Haffner, E and Bassuk,N.L. 2009. Plant Available Moisture in Stone-soil Media for use Under Pavement While Allowing Urban Tree Root Growth. Arboriculture & Urban Forestry 35(5): 271-278 Grabosky, J., Bassuk, N., Trowbridge, P. 2000 “Structural Soil: A New Medium to Allow Trees to Grow in Pavement “Landscape Architecture Technical Information Series Online (LATIS) http://www.asla.org 37pages. Grabosky, J., Bassuk, N.L. and Van Es, H. 1996. Testing of Structural Urban Tree Soil Materials for Use Under Pavement to Increase Street Tree Rooting Volumes. Journal of Arboriculture, Vol. 22 No. 6, 255-263. Grabosky, J., Bassuk, N.L., and Marranca, M.B. 2002. Preliminary Findings from Measuring Street Tree Shoot growth in two Skeletal Soil Installations Compared to Tree Lawn Plantings. Journal of Arboriculture 28(2):106-108. Grabosky, J., Bassuk, N.L., Irwin, L. and Van Es, H. 2001. Shoot and Root Growth of Three Tree Species in Sidewalks. J. Environmental Hort. 19(4):206-211. Grabosky, J., Bassuk, N.L., Irwin, L., and Van Es, H. 1999. A Pilot Field Study of Structural Soil Materials in Pavement. The Landscape Below Ground II: Proceedings of an International Workshop on Tree Root Development in Urban Soils. San Francisco, CA: International Society of Arboriculture, 210-221. Grabosky, J., Bassuk, N.L., Irwin, L., and Van Es, H. 1999. Structural Soil Investigations at Cornell University. The Landscape Below Ground II: Proceedings of an International Workshop on Tree Root Development in Urban Soils. San Francisco, CA: International Society of Arboriculture, 203-209. [ 56 ] Grabosky, J., Bassuk, N.L., Urban, J. and Trowbridge, P. 1998. Structural Soil: An Innovative Medium Under Pavement that Improves Street Tree Vigor. ASLA Proceedings Annual Conference, pp183-185. Grabosky,J ,Bassuk,N and Marranca ,M. 2002 “ Preliminary Findings from Measuring Street Tree Shoot growth in two Skeletal Soil Installations Compared to Tree Lawn Plantings” Journal of Arboriculture 28(2) 106-108. Lindsey, P. and Bassuk, N. 1991. Specifying Soil Volumes to Meet the Water Needs of Mature Urban Street Trees and Trees in Containers. Journal of Arboriculture. 17(6) 141-149. Lindsey, P. and Bassuk, N.L. 1992. Redesigning the Urban Forest from the Ground Below: A New Approach to Specifying Adequate Soil Volumes for Street Trees. Arboricultural Journal. 16(1) 25-39. Loh, F.C.W., Grabosky, J.C., and Bassuk, N.L. 2003. Growth Response of Ficus benjamina to Limited Soil Volume and Soil Dilution in a Skeletal Soil Container Study. Urban Forestry & Urban Greening. 2(1):53-62. National Asphalt Pavement Association, 2004. Porous Asphalt Pavement Seminars, Lanham, Maryland. New York State Department of Environmental Conservation. TOGS 5.1.10: “General Permit for Construction Activities, Appendix D: http://www.dec.state.ny.us/website/dow/appndixd.htm Thelen, Edmund, Grover, Wilford C., Hoiberg, Arnold J., Haigh, Thomas, I. “Investigation of Porous Pavements for Urban Runoff Control” Environmental Protaction Agency, 1972. Trowbridge, P. and Bassuk, N.L. 1999. Redesigning Paving Profiles for a More Viable Urban Forest. ASLA Proceedings Annual Conference, pp. 350-351. 13(2): 64-71. Trowbridge, P. and Bassuk, N.L. 2004. ‘Trees in the Urban Landscape: Site Assessment, Design and Installation’. Chapter 3:61-81. Wiley and Sons, Inc. Turgeon, A.J. 2005. ‘Turfgrass Management, 7th Edition’ Pearson Education, Inc. Upper Saddle River, N.J. Appendix K Site Plans Drawings ©2026 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCTMANAGER: PROJECT NO: BEACON COMMUNITIES THE WOODS AT SOUTHWO ITHACA, NY BRANDON SIMPSON 724-840-7429 BRANDON.SIMPSON@ADSPIPE.COM S524314 Advanced Drainage Systems, Inc. BRANDON SIMPSON724-840-7429BRANDON.SIMPSON@ADSPIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM1. STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE MC-7200 CHAMBER". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4,467, 5, 56, OR 57. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVERDIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGNENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT1. STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH INSTALLATION GUIDE MC-7200 CHAMBER". 2. THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH INSTALLATION GUIDE MC-7200 CHAMBER". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH INSTALLATION GUIDE MC-7200 CHAMBER". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-7200. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATIONFOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKINGSTACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 500 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESISTCHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11. ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THEMEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY AQUALIFIED CONTRACTOR. FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR WEBSITE SiteAssist ©2026 ADS, INC. AQUABOX STORAGE MODULE SPECIFICATIONS 1. STORAGE MODULES SHALL BE ADS AQUABOX. 2. STORAGE MODULES SHALL BE MANUFACTURED FROM RECYCLED POLYPROPYLENE COPOLYMERS WITH FIBERGLASS REINFORCEMENT. 3. STORAGE MODULES SHALL MEET THE REQUIREMENTS OF ASTM F3754-25 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CRATE STORMWATER STORAGE SYSTEMS" 4. THE STRUCTURAL DESIGN OF THE STORAGE MODULES AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOADFACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEADLOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT. 5. STORAGE MODULES SHALL BE DESIGNED, TESTED, AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITHASTM F3754-25 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CRATE STORMWATER STORAGE SYSTEMS". LOADCONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER AND 2)MAXIMUM PERMANENT (50-YR) COVER LOAD. 6. MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. DUE TO THE ADAPTATION OF THIS AQUABOX SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 7. ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THEMEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY AQUALIFIED CONTRACTOR. NOTES FOR CONSTRUCTION EQUIPMENT 1. THE USE OF CONSTRUCTION EQUIPMENT OVER AQUABOX SYSTEM IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE MODULES. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED INACCORDANCE WITH THE "ADS AQUABOX INSTALLATION MANUAL". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "ADS AQUABOX INSTALLATION MANUAL". 2. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE MODULE IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. ADDITIONAL INSTRUCTIONS OR FOR SITE SPECIFIC DEVIATIONS FROM THESE GUIDELINE CAN BE OBTAINED DIRECTLY FROM YOUR LOCAL ADS REPRESENTATIVE OR BY LOGGING ON TO WWW.ADSPIPE.COM. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE AQUABOX SYSTEM 1. AQUABOX STORAGE MODULES SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTIONMEETING WITH THE INSTALLERS. 2. AQUABOX STORAGE MODULES SHALL BE INSTALLED IN ACCORDANCE WITH THE "ADS AQUABOX INSTALLATION MANUAL". 3. FOUNDATION STONE AND EMBEDMENT STONE SURROUNDING MODULES MUST BE A CLEAN, CRUSHED, ANGULAR STONE; AASHTO M43, 467, 5, 56,OR 57. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING AQUABOX STORAGE MODULES. 5. THE SITE DESIGN ENGINEER SHALL VERIFY SUBGRADE BEARING CAPACITY IS ADEQUATE TO SUPPORT THE SYSTEM. 6. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 7. ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF RISERS, INLETS AND OUTLETS, SHALL BE VERIFIED BY THE ENGINEER PRIOR TO RELEASING FOR FABRICATION. 8. CONSIDERATION FOR CONSTRUCTION EQUIPMENT LOADS MUST BE TAKEN INTO ACCOUNT. 9. ALL PIPE DIMENSIONS ARE SUBJECT TO THE MANUFACTURERS TOLERANCES. 10. ALL RISERS TO BE FIELD EXTENDED OR TRIMMED TO FINAL GRADE. ©2025 ADS, INC. ARCADIA SPECIFICATIONS MATERIALS AND DESIGN CONCRETE STRUCTURES: DESIGNED FOR H-20 AND/OR HS-20 TRAFFIC LOADING AND APPLICABLE SOIL LOADS OR AS OTHERWISE DETERMINED BY A LICENSED PROFESSIONAL ENGINEER. THE MATERIALS AND STRUCTURAL DESIGN OF THE DEVICES SHALL BE PER ASTM C857 AND ASTM C858. HP MANHOLE STRUCTURES: MADE FROM AN IMPACT MODIFIED COPOLYMER POLYPROPYLENE MEETING THE MATERIAL REQUIREMENTS OF ASTM F2764. THE ECCENTRIC CONE REDUCER SHALL BE MANUFACTURED FROM POLYETHYLENE MATERIAL MEETING ASTM D3350 CELL CLASS 213320C. GASKETS SHALL BE MADE OF MATERIAL MEETING THE REQUIREMENTS OF ASTM F477. PERFORMANCE THE STORMWATER TREATMENT UNIT SHALL BE AN INLINE UNIT CAPABLE OF CONVEYING 100% OF THE DESIGN PEAK FLOW. IF PEAK FLOW RATES EXCEED MAXIMUM HYDRAULIC RATE, THE UNIT SHALL BE INSTALLED OFFLINE. THE STORMWATER TREATMENT UNIT INTERNALS SHALL CONSIST OF (1) SEPARATOR ASSEMBLY, THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 80% OF THE SUSPENDED SOLIDS ON AN ANNUAL AGGREGATE REMOVAL BASIS. SAID REMOVAL SHALL BE BASED ON FULL-SCALE THIRD PARTY TESTING USING OK-110 MEDIA GRADATION OR EQUIVALENT AND 300 mg/L INFLUENT CONCENTRATION. SAID FULL SCALE TESTING SHALL HAVE INCLUDED SEDIMENT CAPTURE BASED ON ACTUAL TOTAL MASS COLLECTED BY THE STORMWATER TREATMENT UNIT. -OR - THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS USING A MEDIA MIX WITH d50=75 MICRON AND 200 MG/L INFLUENTCONCENTRATION. -OR - THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS PER CURRENT NJDEP/NJCAT HDS PROTOCOL. ARCADIA MAINTENANCE ARCADIA SYSTEMS MUST BE INSPECTED AND MAINTAINED PERIODICALLY. INSPECTION IS MADE BY CHECKING THE DEPTH OF SEDIMENT IN EACH MANHOLE WITH A GRADE STICK OR SIMILAR DEVICE. MAINTENANCE IS REQUIRED WHEN THE SEDIMENT DEPTH EXCEEDS 18 INCHES. MINIMUM INSPECTION IS RECOMMENDED TWICE A YEAR TO MAINTAIN OPERATION AND FUNCTION OF THE UNIT. MAINTENANCE INSTRUCTIONS 1. REMOVE THE MANHOLE COVER TO PROVIDE ACCESS TO THE POLLUTANT STORAGE. POLLUTANTS ARE STORED IN THE SUMP, BELOW THE BOWL ASSEMBLY VISIBLE FROM THE SURFACE. YOU’LL ACCESS THIS AREA THROUGH THE CENTER ACCESS CYLINDER. 2. USE A VACUUM TRUCK OR OTHER SIMILAR EQUIPMENT TO REMOVE ALL WATER, DEBRIS, OILS AND SEDIMENT. 3. USE A HIGH PRESSURE HOSE TO CLEAN THE MANHOLE OF ALL THE REMAINING SEDIMENT AND DEBRIS. THEN, USE THE VACUUM TRUCK TO REMOVE THE WATER. 4. FILL THE CLEANED MANHOLE WITH WATER UNTIL THE LEVEL REACHES THE INVERT OF THE OUTLET PIPE. 5. REPLACE THE MANHOLE COVER. 6. DISPOSE OF THE POLLUTED WATER, OILS, SEDIMENT AND TRASH AT AN APPROVED FACILITY. ·LOCAL REGULATIONS PROHIBIT THE DISCHARGE OF SOLID MATERIAL INTO THE SANITARY SYSTEM. CHECK WITH THE LOCAL SEWER AUTHORITY FOR AUTHORITY TO DISCHARGE THE LIQUID. ·SOME LOCALITIES TREAT THE POLLUTANTS AS LEACHATE. CHECK WITH LOCAL REGULATORS ABOUT DISPOSAL REQUIREMENTS. ·ADDITIONAL LOCAL REGULATIONS MAY APPLY TO THE MAINTENANCE PROCEDURE. ARCADIA INSTALLATION NOTES INSTALLATION OF THE STORMWATER TREATMENT UNIT(S) SHALL BE PERFORMED PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. ADDITIONAL INSTRUCTIONS OR FOR SITE SPECIFIC DEVIATIONS FROM THESE GUIDELINE CAN BE OBTAINED DIRECTLY FROM YOUR LOCAL ADS REPRESENTATIVE OR BY LOGGING ON TO WWW.ADSPIPE.COM 00 10 ' 20 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 4 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR St o r m T e c h Ch a m b e r S y s t e m ® PROPOSED LAYOUT: UPPER BED20STORMTECH MC-7200 CHAMBERS 6 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 6,673 1637 SYSTEM AREA (ft²) 175 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS: UPPER BED 777.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 773.25 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 772.75 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 772.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 772.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 771.75 TOP OF STONE 770.75 TOP OF MC-7200 CHAMBER 768.48 765.94 24" ISOLATOR ROW PLUS CONNECTION INVERT 765.89 765.75 BOTTOM OF MC-7200 CHAMBER 765.00 UNDERDRAIN INVERT 765.00 BOTTOM OF STONE INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED) INSPECTION PORT ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.5' OF ADSPLUS125 WOVEN GEOTEXTILEOVER BEDDING STONE AND UNDERNEATH CHAMBER FEETFOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS PROPOSED ARCADIA WQU(SEE DETAIL SHEET 6) St o r m T e c h Ch a m b e r S y s t e m ® 51.61' 20 . 0 2 ' 19 . 0 2 ' PROPOSED 30" NYLOPLAST BASIN W/ELEVATED BYPASS MANIFOLDMAXIMUM INLET FLOW 7.0 CFS(24" SUMP MIN) 15" X15" ADS N-12 TOP MANIFOLDINVERT 32.72" ABOVE CHAMBER BASE(TYP 2 PLACES) 15" TOP MANIFOLD / CONNECTION INVERT 24" PARTIAL CUT END CAP,PART# MC4500IEPP24B OR MC4500IEPP24BWTYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSTALL FLAMP ON 24" ACCESS PIPEPART# MCFLAMP 15" ADS N-12 BOTTOM CONNECTIONMAXIMUM OUTLET FLOW 2.7 CFSINVERT 1.70" ABOVE CHAMBER BASE 15" BOTTOM MANIFOLD / CONNECTION INVERT 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN(SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) 26 . 5 0 ' 9. 0 8 '7.19' 58.49' 00 20 ' 40 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 5 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR PROPOSED ARCADIA WQU [RELOCATED] (SEE DETAIL SHEET 8) BED LIMITSNEITHER BED LIMITS AQUABOX-3 NO GEOGRID NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE MODULE COVER REQUIREMENTS ARE MET. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. PROPOSED LAYOUT: LOWER BED 1300AQUABOX-3 (3 LAYERS)0 MODULE INSPECTION PORTS 900 AQUABOX FULL MODULE 0 AQUABOX CUBE MODULE 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 16,371 2354.2 EXCAVATION AREA (ft²) 403.1 EXCAVATION PERIMETER (ft) 1818.6 MODULE AREA (ft²) 403.8 MODULE PERIMETER (ft) PROPOSED ELEVATIONS: LOWER BED 1 742.12 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 737.62 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 737.12 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 737.12 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 737.12 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 736.12 TOP OF STONE 735.62 TOP OF MODULE 728.40 15" CONCENTRIC - LOWER LAYER CONNECTION 727.75 BOTTOM OF MODULE 727.25 UNDERDRAIN INVERT 727.25 BOTTOM OF STONE INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED) Aq u a b o x Mo d u l a r S t o r m w a t e r M a n a g e m e n t S y s t e m CONCENTRIC CONNECTION INTO LOWER LAYER15" X 15" ADS N-12 MANIFOLDINVERT 7.80" ABOVE AQUABOX BASE(TYP 2 PLACES) 6" ADS N-12 DUAL WALLPERFORATED HDPE UNDERDRAIN(SIZE TBD BY ENGINEER / SOLIDOUTSIDE PERIMETER STONE) 189.12' 187.12' 12 . 4 5 ' 9. 8 5 ' CONCENTRIC CONNECTION INTO LOWER LAYER15" ADS N-12 PIPEINVERT 7.80" ABOVE AQUABOX BASE PROPOSED LAYOUT: LOWER BED 2508AQUABOX-3 (3 LAYERS)0 MODULE INSPECTION PORTS 1524 AQUABOX FULL MODULE 0 AQUABOX CUBE MODULE 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 26,201 3558.0 EXCAVATION AREA (ft²) 363.7 EXCAVATION PERIMETER (ft) 3079.4 MODULE AREA (ft²) 364.4 MODULE PERIMETER (ft) PROPOSED ELEVATIONS: LOWER BED 2 742.12 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 737.62 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 737.12 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 737.12 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 737.12 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 736.12 TOP OF STONE 735.62 TOP OF MODULE 728.40 15" CONCENTRIC - LOWER LAYER CONNECTION 727.75 BOTTOM OF MODULE 727.25 UNDERDRAIN INVERT 727.25 BOTTOM OF STONE INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED) Aq u a b o x Mo d u l a r S t o r m w a t e r M a n a g e m e n t S y s t e m 00 20 ' 40 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 6 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR PROPOSED OUTLET STRUCTURE(DESIGN BY ENGINEER / PROVIDED BY OTHERS) BED LIMITSNEITHER BED LIMITS AQUABOX-3 NO GEOGRID NOTES ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE MODULE COVER REQUIREMENTS ARE MET. ·NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. CONCENTRIC CONNECTION INTO LOWER LAYER 15" X 15" ADS N-12 MANIFOLDINVERT 7.80" ABOVE AQUABOX BASE(TYP 2 PLACES) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN(SIZE TBD BY ENGINEER / SOLIDOUTSIDE PERIMETER STONE) 159.57' 157.57' 22 . 3 0 ' 19 . 7 0 ' CONCENTRIC CONNECTION INTO LOWER LAYER 15" ADS N-12 PIPEINVERT 7.80" ABOVE AQUABOX BASE SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 7 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y AS N O T E D DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR AR C A D I A St o r m w a t e r S e p a r a t o r AR C A D I A St o r m w a t e r S e p a r a t o r A A UPPER WQU ARCADIA AR3HPDT (Ø36" HP MANHOLE PROVIDED BY ADS) OUTLET PROFILE VIEW NTS DIAMETER PIPE MATERIAL INVERT INLET 1 2 3 4 OUTLET CLASS I BACKFILL & BEDDING PER ASTM D2321, MATERIALSHALL BE WELL PLACED UNIFORMLY AROUND STRUCTUREAND INLET CONNECTIONS AND COMPACTED IN 8" (MAX) LIFTSAT LEAST 18" FROM OUTSIDE OF STRUCTURE. * CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. ** SUPPLIED BY ADS FOR LOADS NOT TO EXCEED HL-93; SEE STD-414 FOR FURTHER DETAILS OF FRAME & COVER. ALTERNATE LID & FRAME BY OTHERS AS ALLOWED PER DESIGN ENGINEER. FRAME TO BE SUPPORTED BY CONCRETE COLLAR. INLET 1 6" (MIN) DESIGN BY SITE ENGINEERPER LOADING AND SOIL CONDITIONS 4.58'4.58'Inlet 1 ANGLEDBAFFLES CENTERCYLINDER INTEGRATEDWEIR SEE NOTE* Ø36" 8.51' 13.09' 15"HDPE 767.61 15"HDPE 767.61 RIM 776.12± DI FLAT TOP & 30" SOLID LID** (3099CGC) SUMP 763.03 INLET PIPE 115" HDPE PIPEINVERT: 767.61 OUTLET PIPE15" HDPE PIPE [PROPOSED]INVERT: 767.61 [PROPOSED] DI FLAT TOP & 30" SOLID LID** (3099CGC) SITE SPECIFIC PLAN VIEW SCALE : 1/4"=1' PRODUCT SPECIFICATIONS ·THE STORMWATER TREATMENT UNIT SHALL BE AN INLINE UNIT CAPABLE OF CONVEYING 100% OF THE DESIGNPEAK FLOW. IF PEAK FLOW RATES EXCEED MAXIMUM HYDRAULIC RATE, THE UNIT SHALL BE INSTALLED OFFLINE. ·THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 80% OF THE SUSPENDED SOLIDS ON AN ANNUALAGGREGATE REMOVAL BASIS. SAID REMOVAL SHALL BE BASED ON FULL-SCALE THIRD PARTY VERIFIED TESTINGUSING OK-110 MEDIA GRADATION OR EQUIVALENT AND 300 MG/L INFLUENT CONCENTRATION. FULL SCALE TESTINGSHALL HAVE INCLUDED SEDIMENT CAPTURE BASED ON ACTUAL TOTAL MASS COLLECTED BY THE STORMWATERTREATMENT UNIT. -OR - THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS USING A MEDIA MIX WITH D50=75MICRON AND 200 MG/L INFLUENT CONCENTRATION PER CURRENT NJDEP/NJCAT HDS PROTOCOL. ATTENTION: THIS TREATMENT UNIT WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON GROUNDWATER LEVELS. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE GROUNDWATER LEVEL RELATIVE TO THE BURIED DEPTH OF THE UNIT. IF THE GROUNDWATER DEPTH ABOVE THE BOTTOM OF THE SUMP EXCEEDS ONE-THIRD THE DEPTH OF THE UNIT, CONTACT ADS FOR SOLUTIONS. SEE TECHNICAL NOTE 5.22 FOR GUIDANCE. PLEASE NOTE: 4"-10" CONNECTIONS REQUIRE THE USE OF INSERTA-TEE FITTINGS AND ARE TO BE ORDERED SEPARATELY FROM THE WATER QUALITY HP MANHOLE. INSERTA-TEE FITTINGS ORDERED ARE DEPENDENTON CONNECTION DIAMETER AND MATERIAL TYPE. ARCADIA 3.58 0.95 CFS UPPER WQU TREATMENT RATE (NJCAT/NJDEP 50% REMOVAL) AR3HPDT BYPASS RATE AR C A D I A St o r m w a t e r S e p a r a t o r 90° SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 8 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y AS N O T E D DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR AR C A D I A St o r m w a t e r S e p a r a t o r A A SITE SPECIFIC PLAN VIEW SCALE : 1/4"=1' LOWER WQUARCADIA AR6PC(Ø72" CONCRETE MANHOLE PROVIDED BY ADS) 24" FRAME & COVER OUTLETINLET 1 PROFILE VIEW NTS DIAMETER PIPE MATERIAL INVERT INLET 1 2 3 4 OUTLET 6.75'Inlet 1 ANGLEDBAFFLESCENTERCYLINDER INTEGRATED WEIR Ø72" 17.98' 11.23' 6.75' 15"HDPE 729.44 15"HDPE 729.44 FRAME & COVER RIM 740.67± SUMP 722.69 INLET PIPE 1 15" HDPE PIPEINVERT: 729.44 OUTLET PIPE15" HDPE PIPEINVERT: 729.44 PRODUCT SPECIFICATIONS ·THE STORMWATER TREATMENT UNIT SHALL BE AN INLINE UNIT CAPABLE OF CONVEYING 100% OF THE DESIGNPEAK FLOW. IF PEAK FLOW RATES EXCEED MAXIMUM HYDRAULIC RATE, THE UNIT SHALL BE INSTALLED OFFLINE. ·THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 80% OF THE SUSPENDED SOLIDS ON AN ANNUALAGGREGATE REMOVAL BASIS. SAID REMOVAL SHALL BE BASED ON FULL-SCALE THIRD PARTY VERIFIED TESTINGUSING OK-110 MEDIA GRADATION OR EQUIVALENT AND 300 MG/L INFLUENT CONCENTRATION. FULL SCALE TESTINGSHALL HAVE INCLUDED SEDIMENT CAPTURE BASED ON ACTUAL TOTAL MASS COLLECTED BY THE STORMWATERTREATMENT UNIT. -OR - THE ARCADIA UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 50% OF TSS USING A MEDIA MIX WITH D50=75MICRON AND 200 MG/L INFLUENT CONCENTRATION PER CURRENT NJDEP/NJCAT HDS PROTOCOL. ARCADIA AR6PC 19.69 3.78 CFS LOWER WQU TREATMENT RATE (NJCAT/NJDEP 50% REMOVAL) BYPASS RATE AR C A D I A St o r m w a t e r S e p a r a t o r 90° SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 9 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR 94.5" (2400 mm) 6" (150 mm) MIN B EXCAVATION WALLCAN BE SLOPED OR VERTICAL(SEE NOTE 3) 12" (300 mm) MIN SUBGRADE SOIL. MIN ALLOWABLE BEARING PRESSURE 2000 PSF (95.8 kPa) (SEE NOTE 2) 6" (150 mm) MIN **THIS CROSS SECTION DETAIL REPRESENTSMINIMUM REQUIREMENTS FOR INSTALLATION.PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. SIDEWALL PANEL (TYP FOR EXTERIOR SIDES) ADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 24" (600 mm). ADJACENT SOILS SHOULD BE STABLEIN SITU MATERIAL OR COMPACTED FILL(FILL SPECIFICATIONS BY OTHERS) ACCEPTABLE FILL MATERIALS : AQUABOX-3 CUBE SIDEWALL PANEL (TYP FOR EXTERIOR SIDES) CONCRETE COLLAR (NOT REQUIREDFOR NON-TRAFFIC APPLICATION)12" (300 mm) NYLOPLAST INSPECTION PORT BODY ADS N-12 RISER 12" (300 mm) NYLOPLAST ADAPTER (PART# 1257AGHPU) 18"(450 mm) MIN* 6.5'(2.0 m) MAX A D C NOTES: 1. ADS AQUABOX MODULES SHALL BE PRODUCED TO REQUIREMENTS OF AND DESIGNED IN ACCORDNACE WITH ASTM F3754-25 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CRATE STORMWATER STORAGE SYSTEMS" 2. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE PERFORMANCE CHARACTERISTICS OF THE SUBGRADE SOILS WITH CONSIDERATION FOR THE RANGE OF EXPECTED MOISTURE CONDITIONS. SUBGRADE PREPARATION AND/OR IMPROVEMENT SHOULD BE SPECIFIED BY THE DESIGN ENGINEER AS NECESSARY TO MEET THE PERFORMANCE REQUIREMENTS OF THE ADS AQUABOX SYSTEM. 3. EXCAVATION WALL SHOULD BE COMPLIANT WITH OSHA SAFETY STANDARDS. DEEPER EXCAVATIONS AND MULTI-LAYER AQUABOX SYSTEMS MAY REQUIRE SLOPED OR BENCHED EXCAVATIONS. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, ORPER ENGINEER'S PLANS. CHECK PLANS FORPAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVESTRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOPOF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THETOP OF THE AQUABOX MODULES. NOTE THAT PAVEMENT SUBBASEMAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BEUSED IN LIEU OF THIS LAYER. AASHTO M145¹A-1, A-2-4, A-3OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE AQUABOX MODULESIS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95%PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TOEXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B PERIMETER STONE: FILL SURROUNDING THE AQUABOX MODULESFROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW AQUABOX MODULES FROM THESUBGRADE UP TO THE BOTTOM OF THE AQUABOX MODULE.CLEAN, CRUSHED, ANGULAR STONE ORRECYCLED CONCRETE5 AASHTO M43¹467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 PLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #57 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 57 (AASHTO M43) STONE".2. ADS AQUABOX COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT ADS FORCOMPACTION REQUIREMENTS.4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". ADS GEOSYNTHETIC 601T NON-WOVEN GEOTEXTILEALL AROUND TOP AND SIDES OF AQUABOX MODULES Aq u a b o x Mo d u l a r S t o r m w a t e r M a n a g e m e n t S y s t e m St o r m T e c h Ch a m b e r S y s t e m ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 10 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THETOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLEPAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THATPAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'SPLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENTSUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OFTHIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERSIN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITYFOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITYFOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERSFROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYERABOVE.CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THESUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 D C B A **THIS CROSS SECTION DETAIL REPRESENTSMINIMUM REQUIREMENTS FOR INSTALLATION.PLEASE SEE THE LAYOUT SHEET(S) FORPROJECT SPECIFIC REQUIREMENTS. 24"(600 mm) MIN* 12" (300 mm) MIN100" (2540 mm)12"(300 mm) MIN PERIMETER STONE (SEE NOTE 4) PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) 60"(1524 mm) 7'(2.1 m) MAX PLEASE NOTE:1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3” (75 mm). ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUNDCLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 9"(230 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm). 9" (230 mm) MIN(SEE NOTE 3) EXCAVATION WALL(CAN BE SLOPED OR VERTICAL) MC-7200END CAP SUBGRADE SOILS(SEE NOTE 3) St o r m T e c h Ch a m b e r S y s t e m ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 11 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT)A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B. ALL ISOLATOR PLUS ROWSB.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. STORMTECH CHAMBER 4" (100 mm) PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER) NTS ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALTOVERLAY AND CONCRETE COLLAR * THE PART# 2708AG4IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LIDINSPECTION PORT INSTALLATION NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANYCHAMBER CORRUGATION VALLEY. CONCRETE COLLAR 4" (100 mm) INSERTA TEE TO BE CENTERED INVALLEY OF CORRUGATION 8" (200 mm) NYLOPLAST UNIVERSAL DRAINBODY OR TRAFFIC RATED BOX W/SOLIDLOCKING COVER CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE ORNON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE NYLOPLAST 8" (200 mm) LOCKING SOLIDCOVER AND FRAME SUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE MC-7200 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT MC-7200 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PARTIAL CUT END CAP PART #:MC7200IEPP24B OR MC7200IEPP24BW STORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD MC-7200 CHAMBER INSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MCFLAMP SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 12 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR 31.5"(800 mm) 29.5"(750 mm) AQUABOX FULL MODULE TECHNICAL SPECIFICATION NTS MALE / FEMALELOCKING 15.75"(400 mm) 17"(430 mm) 29.5"(750 mm) 29.5"(750 mm) NOTE: ALL DIMENSIONS ARE NOMINAL*10" - 18" (250 mm - 450 mm) PIPE ENDS REQUIRE FIELD CUT PER DETAIL A STUB CONNECTION STUB (A) INVERT (B) MARKED CUT HOLE (C) 4" (100 mm) ADS N-12 (CONCENTRIC) 4" (100 mm)13.1" (334 mm)125 mm 6" (150 mm) ADS N-12 (ECCENTRIC) 6" (150 mm)2.5" (63 mm)200 mm20.3" (516 mm) 6" (150 mm) ADS N-12 (CONCENTRIC) 6" (150 mm)11.9" (300 mm)200 mm 8" (200 mm) ADS N-12 8" (200 mm)11.1" (282 mm)250 mm 10" (250 mm) ADS N-12*10" (250 mm)10.0" (253 mm)315 mm 12" (300 mm) ADS N-12*12" (300 mm)8.8" (223 mm)400 mm 15" (375 mm) ADS N-12*15" (375 mm)7.8" (198 mm)400 mm 18" (450 mm) ADS N-12*18" (450 mm)5.8" (147 mm)500 mm JOINT (TYP) TOP CAP AS NEEDED(TYP 4 PLACES) SIDE PANEL B NOMINAL MODULE SPECIFICATIONSSIZE (LENGTH X WIDTH X HEIGHT)29.5" X 29.5" X 31.5" (750 mm X 750 mm X 800 mm) MODULE STORAGE 15.26 CUBIC FEET (0.43 m³) C SIDE PANEL Aq u a b o x Mo d u l a r S t o r m w a t e r M a n a g e m e n t S y s t e m St o r m T e c h Ch a m b e r S y s t e m ® SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 13 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR MC-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC4500IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC4500IEPP06B ---0.86" (22 mm) MC4500IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC4500IEPP08B ---1.01" (26 mm) MC4500IEPP10T 10" (250 mm)38.37" (975 mm)--- MC4500IEPP10B ---1.33" (34 mm) MC4500IEPP12T 12" (300 mm)35.69" (907 mm)--- MC4500IEPP12B ---1.55" (39 mm) MC4500IEPP15T 15" (375 mm)32.72" (831 mm)--- MC4500IEPP15B ---1.70" (43 mm) MC4500IEPP18T 18" (450 mm) 29.36" (746 mm)---MC4500IEPP18TW MC4500IEPP18B ---1.97" (50 mm)MC4500IEPP18BW MC4500IEPP24T 24" (600 mm) 23.05" (585 mm)---MC4500IEPP24TW MC4500IEPP24B ---2.26" (57 mm)MC4500IEPP24BW MC4500IEPP30BW 30" (750 mm)---2.95" (75 mm) MC4500IEPP36BW 36" (900 mm)---3.25" (83 mm) MC4500IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³)WEIGHT (NOMINAL)205 lbs.(92.9 kg) NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)END CAP STORAGE 39.5 CUBIC FEET (1.12 m³)MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 83.4"(2120 mm) 79.1"(2010 mm)INSTALLED 60.0"(1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0"(1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTSARE AVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-7200 END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE. UPPER JOINTCORRUGATION WEB CREST CRESTSTIFFENINGRIB VALLEYSTIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-BNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS6" (150 mm) TYP FOR SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECHEND CAP STORMTECH CHAMBERS STORMTECHCHAMBER STORMTECHEND CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILE FOUNDATION STONEBENEATH CHAMBERS FOUNDATION STONEBENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING. 12" (300 mm)MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm)MIN INSERTION MANIFOLD HEADER MANIFOLD STUB SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : THIS D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N W I T H O U T T H E E O R ’ S PRIO R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . WW W . A D S P I P E . C O M 14 14 05 / 1 1 / 2 6 S5 2 4 3 1 4 AV M JP R TH E W O O D S A T S O U T H W O BE A C O N C O M M U N I T I E S IT H A C A , N Y DATE DWN CHK 6/1/2026 JTS --- 6/18/2026 SLS JPR UNDERDRAIN DETAIL NTS SECTION A-A AQUABOXMODULE DUAL WALLPERFORATEDHDPEUNDERDRAIN ADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILE FOUNDATION STONEBENEATH MODULES NUMBER AND SIZE OF UNDERDRAINSPER SITE DESIGN ENGINEER6" (150 mm) OUTLET MANIFOLD MODULES A B C PIPE SIZE A B C 10" (250 mm)8.25" (203 mm) 7.75" (197 mm) 5.00" (127 mm) - 4 CORRUGATIONS 12" (300 mm)7.75" (197 mm) 12.00" (300 mm) 5.86" (148 mm) - 3 CORRUGATIONS 15" (375 mm)7.50" (190 mm) 16.00" (406 mm) 7.88" (200 mm) - 3 CORRUGATIONS 18" (450 mm)7.25" (184 mm) 20.00" (508 mm) 5.88" (149 mm) - 2 CORRUGATIONS NOTES: DIMENSIONS AND CORRUGATIONS ARE APPROXIMATE; CORRUGATIONS SHOULD BE CUT TO VALLEYS SECTIONS OF PIPETO BE CUT IN FIELD CROSS CUT FABRIC SLIGHTLY LARGERTHAN PIPE DIAMETER. PULL THEFABRIC AROUND THE PIPE PRIOR TOINSERTION INTO AQUABOX MODULE. GEOTEXTILE FABRIC OVER AQUABOX MODULE AND PIPE AQUABOX PIPE INSERTION DETAIL NTS Aq u a b o x Mo d u l a r S t o r m w a t e r M a n a g e m e n t S y s t e m UPPER BED UPPER WQU LOWER WQULOWER BED 1 LOWER BED 2 Introduction The Arcadia is a single manhole hydrodynamic separator designed to remove total suspended solids and other contaminants from stormwater. The device employs a series of angled baffles with a vertical weir wall separating the inlet(s) and outlet pipes. This weir wall allows the unit to bypass excessive stormwater flows internally once the inletting rates exceed the designed treatment rate. This document describes the maximum hydraulic rate (MHR), or bypass capacity of the device based on unit size and rim to invert elevation difference. MHR should not be confused with Maximum Treatment Rate (MTR) which would be the flow rate at which the device meets prescribed treatment criteria. Maximum Hydraulic Rate and Rim to Outlet Invert Difference The maximum hydraulic rate (bypass) is governed in part by the space between the outlet invert elevation and the rim elevation of the structure, accounting for freeboard (air space). The inlet(s) and outlet invert for Arcadias are typically at the same elevation. The table below assumes a 4” (100 mm) tall frame mounted on an 8” (200 mm) thick top slab. Contact Application Engineering for applications that require rim to invert differences shallower than the minimums shown in Table 1, or for bypass rates higher than the maximums listed in Table 1. Technical Note TN 1.16 ArcadiaTM Maximum Hydraulic Rates and Required Rim to Outlet Invert Difference adspipe.com 800-821-6710 Figure 1: Arcadia Standard Detail AR3 = 55” (1375 mm) AR4 = 81” (2025 mm) AR5 = 81” (2025 mm) AR6 = 81” (2025 mm) AR8 = 132” (3300 mm) AR10 = 162” (4050 mm) The ADS logo, the Green Stripe and ArcadiaTM are registered trademarks of Advanced Drainage Systems, Inc. © 2025 Advanced Drainage Systems, Inc. TN 1.16 5-25 AB adspipe.com 800-821-6710 Table 1: Maximum Hydraulic Rate and Rim to Outlet Invert Difference Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 1.6 (45.3)35 (889) 2 (56.6)36 (914) 2.3 (65.1)37 (940) 2.8 (79.2)38 (965) 3.2 (90.6)39 (991) 3.6 (101.9)40 (1016) 4.4 (124.5)42 (1067) 5 (141.5)44 (1118) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 2.5 (70.7)35 (889) 2.9 (82.1)36 (914) 3.5 (99.1)37 (940) 4.2 (118.9)38 (965) 4.9 (138.7)39 (991) 5.5 (155.7)40 (1016) 6.8 (192.5)42 (1067) 8 (226.5)44 (1118) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 3.6 (101.9)35 (889) 4.3 (121.7)36 (914) 5.2 (147.2)37 (940) 6.1 (172.7)38 (965) 7 (198.2)39 (991) 8 (226.5)40 (1016) 10.1 (286)42 (1067) 12.1 (342.6)44 (1118) 13.9 (393.6)46 (1168) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 5.2 (147.2)35 (889) 5.8 (164.2)36 (914) 6.8 (192.5)37 (940) 7.9 (223.7)38 (965) 9 (254.8)39 (991) 10.2 (288.8)40 (1016) 12.7 (359.6)42 (1067) 15.3 (433.2)44 (1118) 17.7 (501.2)46 (1168) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 9.4 (266.1)36 (914) 10.8 (305.8)37 (940) 12.4 (351.1)38 (965) 14 (396.4)39 (991) 15.8 (447.4)40 (1016) 19.5 (552.1)42 (1067) 23.3 (659.7)44 (1118) 27.2 (770.2)46 (1168) 31.2 (883.4)48 (1219) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 13.7 (387.9)36 (914) 15.4 (436)37 (940) 17.3 (489.6)38 (965) 19.2 (543.6)39 (991) 21.4 (605.9)40 (1016) 25.9 (733.4)42 (1067) 30.7 (869.3)44 (1118) 35.6 (1008)46 (1168) 40.7 (1152.4)48 (1219) Arcadia AR3 (36” [900 mm] Manhole)Arcadia AR4 (48” [1200 mm] Manhole) Arcadia AR5 (60” [1500 mm] Manhole)Arcadia AR6 (72” [1800 mm] Manhole) Arcadia AR8 (96” [2400 mm] Manhole)Arcadia AR10 (120” [3000 mm] Manhole) Appendix K Site Plans Drawings 46A Sager Drive, Rochester, NY 14607 ● Telephone (585) 458-0824 ● www.foundationdesignpc.com March 10, 2026 Beacon Communities Services LLC 505 Ellicott Street Suite 44 Buffalo, New York 14203 Attention: Dan Bellgraph Senior Development Director Reference: SouthWorks South Aurora Street, Ithaca, New York Geotechnical Evaluation, 26.06078 Dear Mr. Bellgraph: This report summarizes our Geotechnical Evaluation for the referenced project. We understand that the current phase of work consists of housing in The Woods and The Gateway portions of the project. The layout and alignment of the structures is not finalized but based on proposed plans we anticipate two to three story, wood framed, slab-on-grade structures. Based on proposed plans/site grades the buildings will be cut into the native hillside with a rear-side retaining/basement wall and a front-side walk-out. We base this evaluation on a review of U.S.G.S. topographic and geologic mapping, conceptual site plans, soil boring and test pit exploration, laboratory test results, and consultation with the design team. Foundation Design, P.C. was retained to provide the services outlined in our February 13, 2026 Geotechnical Services Proposal, 26P06264.0. We intend the conclusions and recommendations outlined in this report exclusively for use in the design and construction of this project. Site Location The new project consists of two parts, The Gateway and The Woods. The Gateway development will be located at the north end of the existing SouthWorks complex, east of Building 24 and west of the residences along South Aurora Street (Danby Road). Grades in The Gateway development area decrease significantly from the east to west, where terraced parking lots were constructed for former SouthWorks employees. The Woods development is approximately a half mile southwest of The Gateway development in the adjacent hardwoods, southeast of the former SouthWorks factory complex. The Woods development currently consists of heavy shrubs and hardwoods with site grades dropping significantly from east to the west. A small stream or creek bisects the parcel, running east to west. A General Location Plan, depicting the sites on 2023 U.S.G.S. topographic mapping, is attached. Beacon Communities Services LLC March 10, 2026 Page 2 Exploration Our field exploration program consisted of a total of ten soil borings (six borings at The Gateway and four at The Woods) and twenty-one test pits at The Woods. Northeast Specialized Drilling provided a CME 55 ATV drill rig with a safety hammer on February 23 and 24, 2026, for the soil boring work. The drillers advanced the borings using hollow stem auger casing and recovered soil samples using a split spoon sampler up to depths ranging from 3.25 feet to 10.9 feet below existing grade. The soil borings were terminated at auger refusal on competent shale bedrock. Upon completion, the soil boring holes were backfilled with auger spoils and concrete patched where necessary. Our staff laid out the boring locations referencing site features. Elevations at the test locations were provided by Fagan Engineering and Land Surveyors, PC. Our staff logged the soil boring profiles and collected representative soil samples. Edger Enterprises provided a Caterpillar 315FL excavator on February 24, 2026 for the test pit work. Test pits were excavated to depths between 2.0 feet and 4.4 feet below existing grade, terminating at refusal on competent shale bedrock. Our staff observed the test pit operations on a full-time basis; logging the subsurface profiles, collecting representative soil samples, and adjusting the program based on the field conditions encountered. The soil boring logs, test pit logs and Boring Location Plan(s) are attached. We reviewed the soil samples and selected representative samples for laboratory analysis. Our office performed seven moisture content determinations and seven sieve analyses. We discuss the test results below. The laboratory report is enclosed. Subsurface Conditions The following interpretations of the soil, bedrock, and groundwater conditions are based on the widely spaced soil borings, test pits, and our site observations. See the attached logs for soil descriptions at the test locations. Variations from the inferred profile are possible. Contact us immediately if variations are found during construction so we may evaluate the impact on our recommendations. The Gateway We observed a general subsurface profile consisting of topsoil/asphalt over fill, native soil, then bedrock. The asphalt ranged from 2.0 inches to 3.0 inches thick, averaging 2.5 inches thick. Topsoil was encountered at G2-3 measuring 5.0 inches thick. Underlying the asphalt/topsoil was a fill soil varying between a silty sand/sandy silt to a gravelly sand, with asphalt millings sporadically noted. SPT N-values of the fill soils ranged from 9 to 16 Beacon Communities Services LLC March 10, 2026 Page 3 classifying as loose to firm. The fill soils extended to depths between 1.0 foot and 4.0 feet below existing grade, see logs for exact depths per location. Beneath the fill soils we encountered native soil consisting of silty sand to sandy silt with varying amounts of gravel and cobbles fragments. SPT N-values of the native soil were +50, classifying as very dense. Testing of the native soil classified as SM (silty gravel with sand) and GM (silty gravel with sand) in the Unified Soil Classification System (USCS). Moisture contents of the native soil were 9.9 percent and 13.5 percent by weight, slightly wet of optimum for compaction. Bedrock was encountered at all locations during exploration for The Gateway consisting of weathered shale that became more competent with depth. The weathered shale was encountered at depths between 1.0 foot to 5.0 feet below existing grade. The drillers were able to auger a up to two feet into the weathered shale before experiencing auger refusal on competent bedrock. More competent shale bedrock was encountered at depths ranging from 3.3 feet to 5.9 feet below existing grade. Competent bedrock elevations (refusal depths) for each location can be seen in Table No. 1 on page 5. One five-foot rock core was conducted at soil boring G1-1 extending from 5’10” to 10’10”. Numerous horizontal fractures were noted within the rock core. The bedrock consisted of moderately hard gray horizontally bedded shale. The rock core recovered had a recovery of 100% and a Rock Quality Designation (RQD) of 6.6%. Groundwater was not encountered during exploration at The Gateway. We expect groundwater will tend to ‘perch’ above the dense native soil or shallow bedrock. Expect groundwater levels to fluctuate with the seasons and with climatic changes. The Woods We observed a general subsurface profile consisting of topsoil over native soil then bedrock. The topsoil ranged from 5.0 inches to 30.0 inches thick, averaging 17 inches thick. Underlying the topsoil at soil borings A1-1, A1-2, A2-1, and A2-2 (i.e., between the houses along Danby Road), we encountered fill soils consisting of silty sand with varying amounts of gravel, brick and wood. SPT N-values of the fill soils ranged from 6 to 11 classifying as loose to firm. Testing of one sample of the fill soil classified as GM (silty gravel with sand) in the USCS with a moisture content of 13.5 percent, wet of optimum for compaction. The fill soils extended to depths between 3.0 feet and 6.0 feet below existing grade (where encountered), see logs for exact depths per location. Beacon Communities Services LLC March 10, 2026 Page 4 The underlying native soil (where encountered) consisted of a silty sand with varying amounts of gravel. SPT N- values of the native soil ranged from 9 to 22, classifying as loose to firm. Testing of the native soils classified as ML (sandy silt) and GM (silty gravel with sand) in the USCS. Moisture contents of the native soils ranged from 11.0 percent to 18.7 percent, wet of optimum for compaction. Bedrock was encountered at all locations during exploration for The Woods consisting of weathered shale that became more competent with depth. The weathered shale was encountered at depths between 1.2 feet to 3.7 feet below existing grade. The drillers/excavator were able to auger/dig a few inches up to four feet into the weathered shale before experiencing refusal on competent bedrock. More competent shale bedrock was encountered at depths ranging from 2.0 feet to 10.9 feet below existing grade. Competent bedrock elevations (refusal depths) for each location can be seen in Table No. 1. One five-foot rock core was conducted at soil boring A1-1 extending from 5’11” to 10’11”. The bedrock classified as moderately hard gray horizontally bedded shale. Numerous horizontal and vertical fractures were noted within the rock core. The rock core recovered had a recovery of 92% and a RQD of 25.8%. Groundwater was encountered during exploration at The Woods at soil boring A2-2 and a majority of the test pit locations. Water was measured at 5’8” in soil boring A2-2, we believe this was water perched above the bedrock. Water was encountered at most test pits ‘perching’ just above the bedrock surface. Test pit C1-3 was left open while on site for three hours to measure the groundwater elevation. After three hours groundwater was measured at 1.5 feet below existing grade. Again, a small stream or creek bisects The Woods parcel running from east to west. We expect water will tend to ‘perch’ above the shallow bedrock moving east to west down the slope. We felt that this flow was developing into a spring between Building B2 and C2. The ground surface in Building C1 was also noted to be wet. Expect groundwater levels to fluctuate with the seasons and with climatic changes. As a general overview, refusal on intact bedrock occurred at both The Gateway and The Woods. At The Gateway refusal was encountered as high as elevation 629.75 and as low as elevation 617.01. At The Woods refusal was encountered as high as elevation 774.70 and as low as elevation 729.84. We note that refusal depths were determined based on auger or excavation refusal. The bottom of the small stream and creek noted above that runs the entire length of the slope consisted of horizontally bedded shale bedrock. Competent bedrock elevations for each location are shown in Table No. 1 below. Beacon Communities Services LLC March 10, 2026 Page 5 Conclusions The existing fill soil is not acceptable for support of the new construction. After removal and replacement of the fill (within the entire building footprints) with structural fill, the new buildings can be supported on spread footing foundations bearing on bedrock, native soil, or new structural fill. The major issue that we foresee with the proposed developments is the shallow rock depths. Current grading shows cuts up to approximately 10 feet into the bedrock. Deep utility/foundation work extending below the bedrock refusal depths will require the use of blasting, a hoe-ram, rock teeth, or some other form of mechanical fracturing to remove the bedrock. Based on this background, we offer the following specific recommendations: 1. Clear and grub the building areas, roadways, and parking lot areas and remove the surface topsoil and asphalt prior to starting the grading operations. Remove underlying unsuitable fill material from the building footprints. Extend the undercuts to at least five feet beyond the edge of the new footings. Adjust actual removal limits during construction to reflect in-place conditions and include provisions in the contract for these. Proof-roll the building footprint surfaces with a loaded ten-wheeler or other heavy construction equipment. Foundation Design, P.C. (FDPC) should observe proof-rolling of subgrades prior to mass backfill placement to verify that the unsuitable material has been adequately removed. The contractor should provide a loaded ten-wheel truck for proof-rolling. Rework or replace areas that rut, weave, quake or are otherwise deemed to be unsuitable or unstable. 2. It is our opinion that the on-site native soil is suitable for use as structural fill although expected in limited quantities. This onsite soil is silty and will be moisture sensitive and frost susceptible. We recommend budgeting for using an imported granular material, similar in gradation to NYSDOT 304.12 (crusher-run stone) or NYSDOT Item 304.14 (Item 4 gravel) for structural backfill. Submit materials to FDPC for evaluation on a case-by-case basis. Maintain good surface drainage. Table No. 1 – Bedrock Elevations The Gateway The Woods Location Bedrock Elevation Location Bedrock Elevation Location Bedrock Elevation Location Bedrock Elevation Location Bedrock Elevation G1-1 617.01 A1-1 770.68 B2-1 N/A C1-2 741.30 C2-4 738.78 G1-2 620.08 A1-2 766.85 B2-2 756.87 C1-3 741.28 C3-1 739.70 G1-3 620.89 A2-1 774.70 B3-1 758.75 C1-4 731.64 C3-2 744.15 G2-1 629.75 A2-2 772.14 B3-2 752.22 C2-1 732.90 C3-3 747.69 G2-2 624.77 B1-1 751.89 B3-3 773.42 C2-2 729.84 C3-4 752.33 G2-3 619.98 B1-2 754.85 C1-1 747.99 C2-3 745.62 R-1 746.19 R-2 770.38 Beacon Communities Services LLC March 10, 2026 Page 6 Based on current grading plans we expect up to 10 feet of rock will be removed. Note that the elevation of the resulting cut into the rock will be irregular, breaking on seams in the rock. Allow for this variation in earthwork estimates. Bedrock removed as part of this development can be used as structural fill. This material could be used up to a minus 18-inch depth below subgrade elevation. The bedrock needs to be broken down to no larger than 6 inches in diameter for re-use. This material would need to be placed in 12-inch loose lifts and compacted using a sheep’s foot roller to pulverize the rock as it is placed. This material will be variable in gradation and may not be able to be accurately tested via traditional compaction methods. Its use will likely require regular oversight and proof rolling by FDPC. This material should be topped by on-site material or imported structural fill that is placed to structural standards. Processed shale should not be used for pavement subbase material. Shale fragments within this material will break down with frost action, decreasing the drainage characteristics if used as the subbase layer. We define structural fill as the new fill placed under and around footings, floor slabs, sidewalks, and pavements. Place structural fill in lifts of 12 inches or less in loose thickness and within two percent of the optimum moisture content. Compact structural fill to at least 95 percent of maximum dry density as determined by the Modified Proctor test (ASTM D-1557). Compact other fill as otherwise determined by the engineer. 3. Using the site preparation approach outlined above, support The Woods and The Gateway buildings on spread footings bearing on the undisturbed native soil, new structural fill or the bedrock surface. To control differential settlement between foundations, we recommend using a bearing pressure of 3,000 psf when bearing directly on bedrock, native soil, and structural fill. Design exterior footings at a frost-free depth of 48 inches. We may have some flexibility on this requirement in case of shallow refusal on hard, sound bedrock. In this case FDPC should observe and approve the bearing grade. Confirm with the structural engineer that this potential shallower depth does not cause lateral support issues for any retaining/below grade walls, this could be combated by doweling into the bedrock. Design footings based on a minimum size of 24 inches (square or wide). Remove all loose, and/or disturbed rock from the bearing surface. We estimate settlement based on these sizes, depths, and pressures at less than a half inch. We recommend your structural engineer confirm that these magnitudes of settlement are within the 'normal' tolerances for the new structures. Due to the potential irregularities noted in the bedrock surface placing foundation forms may prove to be difficult. We allow for use of up to an 8 inch leveling course of 304.12 (crusher-run stone) or 304.14 (item 4 gravel) compacted to structural standards. If the leveling course will be greater than 8 inches thick contact us on a case-by-case basis for further recommendations. 4. Place six inches of granular material under the slabs-on-grade. Use NYSDOT Item 304.12 (crusher-run stone) or NYSDOT Item 304.14 (Item 4 Gravel) for this application. FDPC should observe proof-rolling of the floor subgrade prior to placing the base course. Remove and/or recompact areas that rut, weave, quake or are otherwise deemed unsuitable. Design the slab using a Modulus of Subgrade Reaction (Kvi) of 125 psi/in over the subbase and then the prepared/approved subgrade. The architect and/or structural engineer should review the proposed interior finishes and humidity control requirements to determine whether a vapor barrier is appropriate Beacon Communities Services LLC March 10, 2026 Page 7 under the slab and if so, where it should be installed. See the American Concrete Institute Document 302.1R, Concrete Floor and Slab Construction, for more information. 5. For site/retaining walls/below grade walls the pressure distribution may be taken as triangular and equivalent to a fluid with a specified weight. Design walls based on active, passive and at-rest earth pressures tabulated below for the imported crusher-run stone materials. Waterproof basement walls, provide positive drainage/foundation drains to prevent hydrostatic pressure buildup from behind the retaining walls/any wall retaining soil. This is particularly important herein because of the underlying bedrock. If drainage is not installed effectively water will collect in the backfill, increase the load on the wall, and seep through the wall. Use a sliding coefficient of 0.70 between the concrete and ‘sound’ bedrock. Table No. 2 – Lateral Earth Pressures Backfill Material Internal Friction Ka Kp Ko Active Pressure Passive Pressure At Rest Pressure NYSDOT Item 304.12 34 0.28 3.54 0.44 41 513 64 6. The NYS Building Code identifies various seismic design criteria for this project. We identify the site as having a Site Classification of A (Hard Rock). Based on the ASCE 7-22 guidelines, we recommend using the following parameters. Table No. 3 – Seismic Design Parameters (ASCE 7-22) Spectral Response Acceleration MCER Spectrum Response Design Spectral Response Acceleration SS S1 SMS SM1 SDS SD1 0.140g 0.041g 0.110g 0.040g 0.072g 0.027g 7. Perform trenching and excavating in accordance with the Occupational Safety and Health Administration (OSHA) and New York State Building Code Standards. The contractor is responsible for determining measures required to meet these standards. Cut unsupported temporary excavations to a stable slope, but in no case steeper than 1 horizontal on 1 vertical. Remove groundwater and stormwater that accumulates using open sumps and pumps to keep the exposed subgrade from deteriorating. We expect that the site preparation, foundation and utility trenches extending below the test pit/boring refusal depths will not be able to be excavated using normal construction equipment capable of achieving the desired depth. We recommend budgeting for the use of blasting, a hoe-ram, rock teeth, or some other form of mechanical fracturing to remove the bedrock to be able to achieve desired depths. 8. The pavement subgrade will primarily be the in-place native soil, fill soil, or bedrock. Box out these areas down to design subgrade and proof-roll the areas. FDPC should observe a proof-roll to determine if the underlying fills can remain in place or if removal and replacement is required. It is our intention to keep the fills in place as long as the soils are stable. The contractor should provide a loaded ten wheel truck for the pavement proof-rolling. Re-compact or replace areas that rut, weave, quake, or are otherwise deemed unstable/unsuitable under proof-rolling traffic. Beacon Communities Services LLC March 10, 2026 Page 8 Slope both the pavement surface and subgrade at slopes of at least 2.0 percent to facilitate water flow toward the stormwater system and to prolong the pavement life. Install weeps to allow water out of the subbase and into the drainage system (or to daylight). Install weeps or draintile at the uphill edge of parking lots and roadways that are cut into the natural slope to pick up/drain off the perched water condition. Install the Standard and Heavy Duty pavement sections tabulated below. Use the Standard Duty Section in car parking spaces and increased subbase quantities listed below in access driveways. Table No. 4 - Standard Asphalt Section 1.5" Asphalt Topcoat NYSDOT Item 403.178902 2.5" Asphalt Binder NYSDOT Item 403.138902 9.0" Crusher Run Gravel* NYSDOT Item 304.12 Geogrid (if needed) H-Series HX165 Subgrade Approved Proof Roll *Increase subbase to 12.0 inches in access driveways. It is our experience that flexible pavements do not perform well in locations where repetitive traffic occurs (i.e., loading docks, dumpster locations, etc.). We recommend installing a rigid pavement section at these locations. Your structural engineer should assess these areas and determine whether reinforcing steel is required in the concrete section. 9. The NYS Building Code requires special inspection services. We recommend the following inspections and ask that you include them on the List of Special Inspections developed as part of the Building Permitting Process: We recommend that Foundation Design, P.C. make periodic site visits to confirm that the actual soil conditions are as expected and provide recommendations to address areas where conditions differ. Specifically, we should perform the following activities: A. Review and approve of structural fill materials. B. IBC Table 1705.6 – 5: Observe/approve proof-rolling of building/pavement subgrades prior to new fill placement. Confirm fill removal limits. C. IBC Table 1705.6 – 2: Spot-check the contractor’s means and methods during the fill placement and proof rolling operations. D. IBC Table 1705.6 – 1: Observe/verify that the soil/structural fill/bedrock below the shallow spread footings is adequate to achieve the design bearing pressure. Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface conditions at project sites and development of them that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Active engagement in GBA exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Understand the Geotechnical-Engineering Services Provided for this ReportGeotechnical-engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical-engineering services is typically a geotechnical-engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports may be titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and subsurface conditions. Geotechnical-Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At Specific TimesGeotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Likewise, geotechnical-engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnical- engineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendations for the project. Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project or purpose; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time – if any is required at all – could prevent major problems. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full. You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project-specific factors when developing the scope of study behind this report and developing the confirmation-dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project or site changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-Dependent The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals’ misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: • confer with other design-team members; • help develop specifications; • review pertinent elements of other design professionals’ plans and specifications; and • be available whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction-phase observations. Give Constructors a Complete Report and GuidanceSome owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for information purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually provide environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk-management guidance. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer’s services were not designed, conducted, or intended to prevent migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists. Copyright 2019 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent or intentional (fraudulent) misrepresentation. Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org SOIL DESCRIPTIONS COHESIVE SOIL NON-COHESIVE SOIL Very fine grained soils. Plastic soils that Soils composed of silt, sand and gravel, showing no can be rolled into a thin thread if moist. cohesion or very slight cohesion Clays and silty clays show cohesion. DESCRIPTION SPT –BLOWS/FOOT DESCRIPTION SPT –BLOWS/FOOT Very Soft 0-2 Loose 0-10 Soft 3-5 Firm 11-25 Medium 6-15 Compact 26-40 Stiff 16-25 Dense 41-50 Hard 26 or more Very Dense 51 or more SOIL COMPOSITION DESCRIPTION ESTIMATED PERCENTAGE and 50 some 30-49 little 11-29 trace 0-10 MOISTURE CONDITIONS Dry, Damp, Moist, Wet, Saturated Groundwater measured in the boring or test pit may not have reached equilibrium SOIL STRATA: TERM DESCRIPTION layer Soil deposit more than 6" thick seam Soil deposit less than 6" thick parting Soil deposit less than 1/8" thick varved Horizontal uniform layers or seams of soil GRAIN SIZE MATERIAL SIEVE SIZE Boulder Larger than 12 inches Cobble 3 inches to 12 inches Gravel - coarse 1 inch to 3 inches - medium 3/8 inch to 1 inch - fine No. 4 to 3/8 inch Sand - coarse No. 10 to No. 4 - medium No. 40 to No. 10 - fine No. 200 to No. 40 Silt and Clay Less than No. 200 Standard Penetration Test: The number of blows required to drive a split spoon sampler into the soil with a 140 pound hammer dropped 30 inches. The number of blows required for each 6-inches of penetration is recorded. The total number of blows required for the second and third 6- inches of penetration is termed the penetration resistance, or the "N" value. Split Spoon Sampler: Typically a 2-foot long, 2-inch diameter hollow steel tube that breaks apart or splits in two down the tube length. Refusal: Depth in the boring where more than 100 blows per 5-inches are needed to advance the sample spoon. Core Recovery (%): The total length of rock core recovered divided by the total core run. RQD (%): Rock Quality Designation – the total length of all the pieces of the rock core longer than 4-inches divided by the total length of the rock core run. Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G1-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 622.84 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks - 7 ASPHALT 0’3” FILL: Firm brown damp SAND, little silt, little gravel 2’0” FILL: Loose brown damp SILT, little gravel, trace asphalt millings 4’0” Very dense brown/gray damp SILT, little cobble fragments, trace sand 5’0” Very dense gray dry weathered SHALE fragments (auger refusal at 5’10”) 5’10” Moderately hard gray horizontally bedded SHALE, numerous horizontal fractures, few vertical/high angle fractures, few mud seams, few vugs Run #1: 5’10”-10’10” Recovery: 60”/60” = 100% RQD: 4”/60” = 6.6% 10’10” Boring Terminated at 10’10” Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 6 5 13 S-1 3”-2’ 15” 6 4 5 7 9 S-2 2’-4’ 8” 5 7 8 50/5” 58/11” S-3 4’-5’5” 6” 5’5” Run #1 to 100% 10 10’10” 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G1-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 623.41 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks - 4 ASPHALT 0’2” FILL: Loose black/brown wet GRAVEL, little sand, trace silt 1’0” Loose brown/gray dry weathered SHALE fragments, little silt S-2: Very dense 3’4” Boring Terminated at 3’4” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 8 38 12 S-1 6”-2’ 13” 50/4” 50/4” S-2 2’-2’4” 4” 5 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G1-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 624.72 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks - 9 ASPHALT 0’3” FILL: Firm black damp SAND, little asphalt millings, trace gravel 2’0” Firm brown damp SAND, some silt, little gravel 2’4” Very dense brown dry highly weathered SHALE, some silt, trace sand 3’10” Boring Terminated at 3’10” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 7 6 16 S-1 6”-2’ 15” 22 38 50/4” 88/10” S-2 2’-3’4” 13” 5 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G2-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 634.83 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks - 5 ASPHALT 0’2” FILL: Loose brown damp SILT, little sand, little asphalt millings, trace gravel 2’0” Very dense brown damp SILT, little sand, trace gravel 4’0” Very dense brown dry weathered SHALE fragments, some silt 5’1” Boring Terminated at 5’1” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 4 21 9 S-1 6”-2’ 15” 5 4 50/4” 54/10” S-2 2’-3’4” 16” 5 50/0” 50/0” S-3 4’ 0” 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G2-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 628.02 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks - 5 ASPHALT 0’2” FILL: Firm brown dry SAND, little to some silt, trace clay 1’10” Firm brown dry grey weathered SHALE fragments, little silt S-2: Very dense, little decomposed shale 3’3” Boring Terminated at 3’3” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 7 19 12 S-1 6”-2’ 16” 50/3” 50/3” S-2 2’-2’3” 3” 5 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. G2-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 624.98 Weather Cloudy, 30s Engineer L. Kosciol Date Started 2/23/2026 Completed 2/23/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks 2 4 TOPSOIL 0’5” FILL: Firm brown/black dry SAND, some silt, little gravel, trace asphalt millings 2’0” Loose tan damp to moist SAND, little to some silt, little gravel 2’6” Very dense brown/gray damp highly weathered SHALE fragments, some silt S-3: Wet 5’0” Boring Terminated at 5’0” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 9 10 13 S-1 0’-2’ 15” 8 50/5” 50/5” S-2 2’-2’11” 8” 5 50/3” 50/3” S-3 4’-4’3” 2” 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. A1-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 781.58 Weather Cloudy, 15° Engineer L. Kosciol Date Started 2/24/2026 Completed 2/24/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks 2 2 TOPSOIL 0’5” FILL: Loose brown damp SAND, little to some silt, trace gravel S-2: Some silt, trace wood 4’0” Very dense brown/gray dry highly weathered SHALE fragments, some decomposed shale, some silt (auger refusal at 5’11”) 5’11” Moderately hard gray horizontally bedded SHALE, numerous horizontal fractures, few to numerous vertical/high angle fractures, few mud seams Run #1: 5’11”-10’11” Recovery: 55”/60” = 92% RQD: 15.5”/60” = 25.8% 10’11” Boring Terminated at 10’11” Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 4 7 6 S-1 0’-2’ 13” 5 4 4 7 8 S-2 2’-4’ 14” 5 13 23 50/5” 75/11” S-3 4’-5’5” 12” 5’11” Run #1 To 92% 10 10’11” 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. A1-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 776.05 Weather Cloudy, 15° Engineer L. Kosciol Date Started 2/24/2026 Completed 2/24/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks 1 2 TOPSOIL 0’8” FILL: Loose brown damp SAND, some silt, trace gravel, trace brick, trace organics S-2: Firm, little gravel S-3: Loose, moist, trace wood 6’0” Firm brown/gray moist, SAND, some silt, trace gravel 8’0” Very dense brown/gray dry highly weathered SHALE fragments, trace silt 9’3” Boring Terminated at 9’3” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 6 5 8 S-1 0’-2’ 11” 4 5 6 9 11 S-2 2’-4’ 18” 5 5 4 2 2 6 S-3 4’-6’ 14” 2 6 7 17 13 S-4 6’-8’ 17” 32 50/2” 50/2” S-5 8’-8’8” 6” 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. A2-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 782.30 Weather Cloudy, 15° Engineer L. Kosciol Date Started 2/24/2026 Completed 2/24/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks 2 4 TOPSOIL 0’7” FILL: Loose brown damp SAND, some silt, little gravel 3’0” Loose brown damp to moist SAND, some silt, little weathered shale fragments, trace gravel 4’0” Firm brown/gray dry weathered SHALE fragments S-4: Very dense 7’7” Boring Terminated at 7’7” (Auger Refusal on Bedrock) Notes: 1. Dry on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 3 4 7 S-1 0’-2’ 4” 5 5 3 4 8 S-2 2’-4’ 19” 5 9 9 13 50/3” 22 S-3 4’-5’9” 16” 50/3” 50/3” S-4 6’-6’3” 2” 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Boring Log Project No. 26.06078 Page 1 of 1 Soil Boring No. A2-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 779.04 Weather Cloudy, 15° Engineer L. Kosciol Date Started 2/24/2026 Completed 2/24/2026 Driller M. Cheney Drilling Company: Northeast Specialized Drilling Drilling Equipment: CME 55 ATV Ft. Blows Per Six Inches Visual Soil and Rock Classifications N Sample 0"/6" 6"/12" 12"/18" 18"/24" Value No. Depth Rec Remarks 4 5 TOPSOIL 0’9” FILL: Loose brown damp SAND, some silt, little gravel S-2: No recovery, cobble fragment in shoe 4’0” Loose brown damp SILT, trace sand, trace gravel 5’6” Firm brown damp weathered SHALE fragments, S-4: Very dense, wet to saturated 6’10” Boring Terminated at 6’10” (Auger Refusal on Bedrock) Notes: 1. Water at 5’8” on completion. 2. Advanced hole using hollow stem augers. 3. Bore hole backfilled using auger spoils. 4 2 9 S-1 0’-2’ 14” 4 4 2 2 6 S-2 2’-4’ 0 5 3 4 5 22 9 S-3 4’-6’ 7” 50/2” 50/2” S-4 6’-6’2” 2” 10 15 20 25 30 N=No. of blows to Drive 2” Spoon 12” with 140 lb. Wt. 30” Ea. Blow Hammer: Safety Size Rod:_2”_ Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B1-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 755.49 Weather Cloudy, 30’s Technician L. Kosciol Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’6” Loose brown damp SAND, some silt, little gravel (SM) 2’7” Very dense gray dry weathered SHALE fragments, little silt 3’7” Test Pit Terminated at 3’7” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Seepage from sidewall at 3’ on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B1-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 758.75 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 0’8” Loose brown damp SAND, little silt (SM) 1’9” Very dense black dry weathered SHALE fragments, little silt 3’10” Test Pit Terminated at 3’10” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water at bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B2-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 759.20 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 2’0” Very dense gray dry weathered SHALE fragments, little silt 2’4” Test Pit Terminated at 2’4” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water at bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B3-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 761.50 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’5” Very dense gray dry weathered SHALE fragments, little silt 2’9” Test Pit Terminated at 2’9” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water at bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B3-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 754.82 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’3” Very dense gray dry weathered SHALE fragments, little silt 2’7” Test Pit Terminated at 2’7” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water at bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. B3-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 776.17 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’9” Very dense gray dry weathered SHALE fragments, little silt 2’9” Test Pit Terminated at 2’9” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water at bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C1-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 750.59 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’1” Very dense gray dry weathered SHALE fragments, little silt 2’7” Test Pit Terminated at 2’7” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C1-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 744.63 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’3” Very dense gray dry weathered SHALE fragments, little silt 3’4” Test Pit Terminated at 3’4” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C1-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 743.38 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’4” Very dense gray dry weathered SHALE fragments, little silt 2’1” Test Pit Terminated at 2’1” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water in bottom on completion and at 1’5” after 3 hours. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C1-4 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 735.49 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’7” Loose brown moist SAND, little silt (SM) 2’9” Very dense gray dry weathered SHALE fragments, little silt 3’10” Test Pit Terminated at 3’10” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C2-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 734.90 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’8” Very dense gray dry weathered SHALE fragments, little silt 2’0” Test Pit Terminated at 2’0” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water in bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C2-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 732.17 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’3” Very dense gray dry weathered SHALE fragments, little silt 2’4” Test Pit Terminated at 2’4” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water in bottom on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C2-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 750.02 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’6” Loose brown moist SAND, little silt (SM) 3’8” Very dense gray dry weathered SHALE fragments, little silt 4’5” Test Pit Terminated at 4’5” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water seepage at 1’6” on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C2-4 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 741.38 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’8” Loose brown moist SAND, little silt (SM) 2’7” Test Pit Terminated at 2’7” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C3-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 743.44 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 2’1” Loose brown moist SAND, little silt (SM) 3’2” Very dense gray dry weathered SHALE fragments, little silt 3’9” Test Pit Terminated at 3’9” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C3-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 746.90 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’2” Loose brown moist SAND, little silt (SM) 2’4” Very dense gray dry weathered SHALE fragments, little silt 2’9” Test Pit Terminated at 2’9” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Water seepage at 1’2” on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C3-3 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 749.84 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’2” Very dense gray dry weathered SHALE fragments, little silt 2’2” Test Pit Terminated at 2’2” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. C3-4 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 754.33 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’10” Very dense gray dry weathered SHALE fragments, little silt 2’0” Test Pit Terminated at 2’0” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. R-1 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 748.94 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 2’6” Very dense gray dry weathered SHALE fragments, little silt 2’9” Test Pit Terminated at 2’9” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. Test Pit Log Site Pictures Project No. 26.06078 Page 1 of 1 Test Pit No. R-2 Project Name Southworks, 810 Danby Road, Ithaca, NY Client Beacon Communities Services, LLC, 2 Center Plaza, Boston, MA Elevation 773.53 Weather Cloudy, 30’s Technician L. Becker Date Started 2/24/2026 Completed 2/24/2026 Operator J. McQuiggan Backhoe Subcontractor Edger Enterprises, Inc. Equipment CAT 315FL Depth Below Surface Sample Number Depth of Sample Soil and Rock Classifications Remarks 2 TOPSOIL 1’0” Loose brown moist SAND, little silt (SM) 2’4” Very dense gray dry weathered SHALE fragments, little silt 3’2” Test Pit Terminated at 3’2” on Bedrock 4 6 8 10 12 Notes: 1. Sides vertical on completion. 2. Dry on completion. 3. Staked location and elevation provided by Fagan Engineers. 1 Beacon- The Woods Excavation Plan Project Overview This summary consolidates all vibration, sound and related control requirements included in the Beacon Southworks Drill and Shooting Plan for the project at 620 South Aurora Street, Ithaca, New York. The plan emphasizes compliance with state, federal, and industry standards while minimizing impacts to nearby structures and the public. Ground Vibration Requirements All ground vibration from blasting shall comply with the U.S. Bureau of Mines (USBM) Alternative Blasting Criteria (RI 8507, Appendix B) and applicable New York State and local regulations. Ground vibration is measured as Peak Particle Velocity (PPV) and evaluated with respect to vibration frequency. Ground Vibration Limits The blasting plan establishes that PPV limits will not exceed USBM Alternative Blasting Criteria for residential structures. Lower PPV thresholds apply at lower frequencies, with more restrictive limits intended to protect plaster, drywall, foundations, and structural elements. Blast designs are required to remain within these limits at the nearest structures. Airblast / Sound Requirements Blast generated noise shall not exceed 133 decibels (dB), linear peak, measured with a 2-Hz high-pass filter system. This limit is consistent with USBM and industry standards intended to prevent cosmetic damage and nuisance impacts. Blast Monitoring Measures Each blast will be monitored using calibrated White Industrial Mini-Seis III Pro seismographs. At least one seismograph will be deployed for every blast, positioned at the closest structure or location of concern. Monitoring captures ground vibration, frequency, airblast overpressure, and time of occurrence. Blast Design Controls Blast designs incorporate conservative limits on maximum explosive weight per delay, hole spacing, burden, and timing. Delayed initiation ensures that no more than one hole detonates per 8-millisecond delay, significantly reducing vibration levels. Scaled-distance calculations are used to predict vibrations prior to blasting. Operational Mitigation Measures • Limiting pounds of explosives per delay to predicted safe thresholds • Use of non-electric detonators • Maintaining adequate burden and spacing to ensure controlled energy release • Directional blasting toward free faces to reduce transmission toward structures • Adjustment of blast designs based on real-time monitoring results 2 Physical Mitigation Measures • Placement of heavy rubber blasting mats over loaded areas when blasting near structures • Use of clean, dry crushed-stone stemming to contain explosive energy • Berming faces where required to add confinement • Controlled drilling accuracy to avoid overbreak or fly-rock Fly-Rock and Public Safety Controls Fly-rock prevention is addressed through conservative blast geometry, full matting where required, strict blast-area security, and documented fly-rock prevention procedures. Access to the blast zone is prohibited until the blaster confirms the area is safe after detonation. Warning Signals and Notifications Audible warning signals are required prior to every blast: three signals at five minutes, two signals at one minute, and one signal (all clear) after the blast. Signals must be audible within at least a one-quarter-mile radius. Adaptive Management Seismograph results are reviewed immediately following each blast. If vibration or sound levels approach regulatory or guideline limits, Blast designs will be modified before subsequent blasts. Conclusion The Beacon Southworks Blast Plan includes enforceable vibration and sound limits, mandatory monitoring, conservative blast design, and multiple layers of mitigation. These measures collectively reduce the risk of structural damage, nuisance effects, and public safety concerns while allowing efficient rock excavation in a dense urban environment. June 24, 2026 Stephen Pierson Environmental Analyst NYS Homes and Community Renewal Transmitted electronically to stephen.pierson@hcr.ny.gov RE: Environmental Review Follow-Up Letter (FUL) – Soil Vapor Intrusion (SVI) Mitigation SouthWorks Former Emerson Power Transmission Facility (NYSDEC Site No. 755010) 620 South Aurora Street Ithaca, New York 14850 Dear Mr. Pierson, LaBella Associates, D.P.C. (“LaBella”) has been retained by Beacon Communities LLC to provide Environmental Engineering and Consulting services for the SouthWorks project, located at the location of the Former Emerson Power Transmission Facility (NYSDEC Site No. 755010), in Ithaca, Tompkins County, New York (hereinafter referred to as the “Project” or “Site”). The Site is controlled by the Interim Site Management Plan (ISMP) dated October 2022, which is a legal document approved by the New York State Department of Environmental Conservation (NYSDEC). The ISMP requires that the risk for soil vapor intrusion (SVI) be assessed for any buildings located within the extents of Operable Unit 2 (OU-2) or within the NCR Sewer Line Deed Restricted Area. For the Beacon SouthWorks Project, this requirement is triggered by: • Building G1 of the Gateway Development (entirely within OU-2) • Building G2 of the Gateway Development (entirely within OU-2) • Building C3 of the Woods Development (partially within NCR Deed Restriction extents) The ISMP requires SVI assessment prior to occupancy of any of the above buildings. In accordance with HCR requirements, the EPA radon zone for Tompkins County (zone 1), and an abundance of caution, LaBella has designed a passive mitigation system (for mitigation of soil vapor as well as radon) for all buildings included in the Project. In accordance with HCR requirements and the radon risk at the Site, pre-occupancy radon testing shall occur in all buildings prior to occupancy. In addition, testing for volatile organic compounds (VOCs) shall occur for the above three (3) buildings, where such assessment is required by the ISMP. If the results of any pre-occupancy testing indicate a radon concern and/or SVI concern for any specific building(s), the passive mitigation system in that building(s) would be activated, and the subject building(s) re-tested prior to occupancy. We are providing this letter for clarifying the site condition and requirements of the ISMP, relative to HCR’s Environmental FUL dated June 10, 2026. Specifically, Item 12 (Paragraphs 5 & 6) and Item 14. To reiterate, a passive mitigation system has been included in the design for all buildings included in the project, and each system has the capability to be activated. Activation would only occur in building(s) that fail to meet safe occupancy criteria based on the results of pre-occupancy radon testing and/or VOC testing (SVI assessment for those buildings for which SVI assessment is required). 2 If you have any questions about the information in this letter or the history and status of the Former Emerson Power Transmission Facility (including questions related to the requirements of the ISMP), please contact me directly at (585) 287-9089, or via e-mail at dbrantner@labellapc.com. Respectfully submitted, LaBella Associates, D.P.C. Drew Brantner Sr. Project Manager CC: Daniel Bellgraph (Beacon Communities) Robert Lewis (SouthWorks) Dan Noll, PE (LaBella) 113 East Chemung Place | Elmira, New York 14904 | 607.734.2165 | FaganEngineers.com July 7, 2026 Marty Moseley, Director Town of Ithaca Code Enforcement 215 North Tioga Street Ithaca, NY 14850 RE: SouthWorks Woods – Preliminary Plan Fire Access & Code Compliance SWBR Project No. 22232.00 FE Project 2011.104-008 Dear Marty, I want to thank you, Rob and Justin for our 6/30 on-site meeting. As per that discussion, the attached Site Plan has been revised as follows: • Depict the correct fire apparatus (E-One HP100 Aerial – 45.8’ overall length). • Fire Department Connection (FDC) locations for Buildings C1, C2, and C3. • Fire Lanes for Buildings C1, C2, and C3 located near the FDCs. • Supplemental fire hydrants located within 100 feet of the FDCs. s discussed during our June 30, 2026 site meeting, the Applicant requests approval of an alternative aerial fire apparatus access configuration whereby the required 26-foot-wide aerial apparatus access lane is provided only adjacent to those portions of the buildings requiring aerial ladder operations, rather than continuously along the entire building frontage. This approach preserves the proposed on-street parking that is an integral component of the street section envisioned by PDZ No. 16. The on-street parking supports residents and visitors, contributes to traffic calming, narrows the perceived street width, and reinforces the pedestrian-oriented, neighborhood character envisioned for SouthWorks. The proposed design continues to provide compliant fire apparatus access, fire hydrant access, fire department connection (FDC) access, and emergency operations while avoiding unnecessary pavement and maintaining the intended urban streetscape. The Applicant also requests that construction of Drive V (Road B) be deferred until a future phase of development. As discussed during our meeting, the Woods development is effectively divided into two functional areas. Buildings A1 and A2 (the Mansion Buildings) are directly served from Danby Road. The remaining 112 dwelling units are fully served from SouthWorks Drive IV via Road A, Drive C, and the proposed cul-de-sac. Accordingly, Drive V has been designed as part of the overall master plan but is not necessary to provide adequate vehicular or emergency access for the proposed Phase I development. Drive V would be constructed in conjunction with future development south of the Beacon project. Page 2 Fire Access and Compliance July 7, 2026 113 East Chemung Place | Elmira, New York 14904 | 607.734.2165 | FaganEngineers.com We appreciate the Town's consideration of these requests and believe the proposed modifications continue to provide safe and effective emergency access while supporting the planning objectives of PDZ No. 16. We respectfully request the Town's concurrence with these proposed modifications as part of the Preliminary Site Plan review. Sincerely, FAGAN ENGINEERS & LAND SURVEYORS, P.C. James B. Gensel, P.E., CPESC President 2 0' S A N I T A R Y S E W E R R - O - W 2 0 ' S A N I T A R Y S E W E R R - O - W N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width N. Y. S. R O U T E 9 6 B - D A N B Y R O A D variable width M O R S E P L A C E ROAD A RO A D B DRIVE C DR I V E D 18 16 23 21 5 28 City of Ithaca Aer i a l City of Ithaca Aeri a l City of Ithaca Aerial City of Ithaca Aerial City of Ithaca A e r i a l City of Ithaca Aerial City o f I t h a c a A e r i a l City of Ithaca AerialCity of Ithaca Aerial City of Ithaca Ae r i a l City of Ithaca Aerial City o f I t h a c a A e r i a l City of I t h a c a A e r i a l PROPOSED 12 UNIT TOWNHOUSE BUILDING B3 FFE BASEMENT: 753.61 FFE: 1ST FLOOR: 765.11 PROPOSED 6 UNIT TOWNHOUSE BUILDING B1 FFE BASEMENT: 751.85 FFE: 1ST FLOOR: 763.35 PROPOSED 9 UNIT TOWNHOUSE BUILDING B2 FFE BASEMENT: 752.61 FFE: 1ST FLOOR: 764.11 PROPOSED 27 UNIT APARTMENT BUILDING C1 FFE BASEMENT: 739.40 FFE: 1ST FLOOR: 750.90 PROPOSED 26 UNIT APARTMENT BUILDING C2 FFE BASEMENT: 740.40 FFE: 1ST FLOOR: 751.90 PROPOSED 30 UNIT APARTMENT BUILDING C3 FFE BASEMENT: 741.40 FFE: 1ST FLOOR: 752.90 PROPOSED 9 UNIT APARTM E N T BUILDING A2 FFE BASEMENT: 7 7 6 . 0 F F E : 1 S T F L O O R : 7 8 6 . 3 3 MAINT . SHED LOADING AREA PROPOSED 9 UNIT APARTM E N T BUILDING A1 FFE BASEMENT: 7 7 5 . 5 0 F F E : 1 S T F L O O R : 7 8 5 . 8 3 EV FEVEVFEV FEV FEVFEVFEV FEVFEV FEV EV EV EV FEV FEV FEV FEV EV FEV FEV FEV FEVFEVFEVFEVFEVFEV FEV FEV DRIVE IV DANBY ROA D DRIVE V NO PARKING - FIRE LANE NO PARKING - FIRE LANE NO PA R K I N G - F I R E L A N E 00 30'60' SWBR NYS Certificate of Authorization #: 235221 260 East Main Street Rochester NY 14604 585 232 8300 | rochester@swbr.com These documents and all the ideas, arrangements, designs and plans indicated thereon or presented thereby are owned by and remain the property of SWBR and no part thereof shall be utilized by any person, firm, or corporation for any purpose whatsoever except with the specific written permission of SWBR. All rights reserved. © FI L E P A T H : Checked By: Project Manager: Drawn By: Revisions SWBR Project Number 4/16/2026 Town Sketch Plan Comments 100% CONSTRUCTION DOCUMENTS 06/12/2026 6/29/2026 Addendum #1 12 / 9 / 2 0 2 5 1 2 : 4 5 : 4 6 P M Au t o d e s k D o c s : / / 2 5 1 8 9 . 0 0 B e a c o n T h e W o o d s / 2 5 1 8 9 _ B e a c o n T h e W o o d s _ A r c h R 2 5 _ C e n t r a l . r v t 25189.00 JBG FIRE ACCESS & COMPLIANCE JBG RSN C13 BEACON COMMUNITIES - THE WOODS Beacon Southworks - The Woods 505 Ellicott St. Suite 44 Buffalo, NY 14203 Ithaca, NY LEGEND Note : Utility information has been plotted from available sources and their locations and size should be considered approximate only. The contractor is responsible for determining exact utility locations, sizes, and elevations prior to commencing construction. If uncharted or misplotted utilities are encountered, the contractor is required to notify the owner immediately. New York State law requires excavators to contact the one-call notification system prior to digging to prevent damage to buried facilities. IT'S THE LAW! Call three days before you dig! 1-800-962-7962 Dig Safely New York (non-members must be contacted separately) 113 East Chemung Place Elmira N.Y. 14904 Phone (607) 734-2165 Fax (607) 734-2169 www.FaganEngineers.com E-ONE HP100 AERIAL Overall Length 45.8 ft Overall Width 8.3 ft Overall Body Height 11 ft Min. Body Ground Clearance 1.4 ft Track Width 8.3 ft Lock-to-lock Time 6 sec Max. Wheel Angle (Virtual)45 deg ENERGY CODE SUPPLEMENT - COMPLIANCE CHECKLISTS Version 2.1 February 2023 Page 1 of 7 Contents Page 1 – Overview, Building Information Compliance Checklists for Prescriptive Compliance Path/Easy Path Page 2 – Commercial Buildings Page 3 – Residential Buildings Compliance Checklists for Performance-Based Compliance Path/Whole Building Path Page 4 – Commercial Buildings Page 6 – Residential Buildings Overview The checklists contained in this document are intended to help applicant teams and municipal staff plan for and assess compliance with the Energy Code Supplement (ECS). Please attach any calculations or other materials needed to verify information entered in this document. Additional information can be found in ECS Section 601 Compliance Documentation. Only basic information is provided here; the full ECS document should be referred to for detailed requirements. In addition, the ECS Reference Manual is intended to help understand and use the ECS; it contains non-essential information such as background information and commentary. The Energy Code Supplement applies to new construction, additions, and major renovations as described in Section 202.1 Applicability.1 Section 202.2 Compliance provides additional compliance details for commercial, residential, and mixed-use buildings, including additions and major renovations. Previously planned enhanced requirements to the ECS went into effect January 1, 2023. These changes are described in sections C404 and R504. Building Information To be completed by applicant. Property Address: ____________________________________________________________________________ This property is (check one box only, see definitions in ECS) ☐ Residential ☐ Commercial The following compliance path will be used (check one box only) ☐ Prescriptive Compliance Path/Easy Path ☐ Performance-Based Compliance Path/Whole Building Path 1 In the Town of Ithaca version of the Energy Code Supplement, all section numbers identified in this document are preceded by “144-.” ENERGY CODE SUPPLEMENT - COMPLIANCE CHECKLISTS Version 2.1 February 2023 Page 3 of 7 PRESCRIPTIVE COMPLIANCE PATH/EASY PATH - RESIDENTIAL BUILDINGS Projects must earn at least 12 points. ECS document should be consulted for complete requirements. Applicant fills out "points proposed" column. Code Enforcement Officer fills out "points awarded" column. Cate- gory Improvement Code Section Points Available Points Proposed Points Awarded Summary of Requirements EE1 Heat pumps for space heating R502.2.1 6 - 10 6 points for air source heat pumps. 10 points for ground source heat pumps. EE2 Heat pumps for service water heating R502.2.2 2 2 points for water heating systems that use heat pumps. EE3 Commercial cooking electrification R502.2.3 6 6 points for electric cooking equipment in commercial kitchens. Prerequisite: no fossil fuel use in the building. EE4 Residential cooking and clothes drying electrification R502.2.4 2 2 point for electric stoves and ventless heat pump clothes dryers. Prerequisite: no fossil fuel use in the building. AI1 Smaller building/room size R502.3.1 1 - 2 Up to 2 points for smaller room sizes. Available for Hotel and Residential portions only. AI2 Heating systems in heated space R502.3.2 1 1 point for installing heating systems in directly heated spaces. AI3 Efficient building shape R502.3.3 1 1 point if exterior surface area divided by directly heated floor area is less than the maximum allowed value. AI5 Modest window-to-wall ratio R502.3.4 1 1 point for overall window-to-wall ratio less than 20% (individual spaces may exceed 20%). RE1 Renewable energy systems R502.4.1 1 - 6 Up to 6 points for on-site or off-site renewable energy systems. RE2 Biomass systems R502.4.2 5 5 points for biomass space heating systems. OP1 Development density R502.5.1 1 1 point for achieving sufficient development density on the building parcel.* OP2 Walkability R502.5.2 1 1 point if the building meets the walkability criteria.* OP3 Electric Vehicle Parking Spaces R502.5.3 1 - 2 Up to 2 points for installing electric vehicle parking spaces and related infrastructure.* OP4 Adaptive reuse R502.5.4 1 1 point for substantial re-purpose of existing building. OP5 Meet NY Stretch Code R502.5.5 2 2 points for complying with NYStretch Energy Code OP6 Custom energy improvement R502.5.6 1 - 2 Up to 2 points for reduction in energy use. * Note: A maximum of three points total may be earned for points OP1, OP2, and OP3 combined. EFFICIENT ELECTRIFICATION AFFORDABILITY IMPROVEMENTS RENEWABLE ENERGY OTHER POINTS TOTAL POINTS Attachment 19: PDZ and GEIS Compliance Matrix PDZ Section Requirement Project Compliance Supporting Attachment(s) Drawing / Sheet(s) Status §271-17(A)(1) Implement Comprehensive Plan The Woods is part of adopted SouthWorks redevelopment utilizing planned infrastructure 1 C200 Complies §271-17(A)(2) Mixed-use redevelopment Phase I provides initial residential component. 1 C300-C305 Complies §271-17(A)(2)(a) Walkable neighborhood Internal streets, sidewalks and amenities provided. 1,6 C300-C305 Complies §271-17(A)(2)(b) Multimodal transportation Pedestrian/trail connections incorporated. 6 C300-C305 Complies §271-17(A)(2)(c) Sustainability SWPPP and Energy Code Supplement submitted 5,18 C500-C601 Complies §271-17(A)(2)(d) Housing 128 multifamily units proposed.1,4 A-Series Complies §271-17(B) Within PDZ boundar Project lies within PDZ No.16.3 C200 Complies Permitted Uses Residential Consistent with PDZ.1 C300 Complies Site Planning Preliminary Site Plan Submitted.3 C-Series Complies Open Space Common open space Provided.6 L-Series Complies Natural Features Protect streams/trees Stream analysis and tree protection submitted. 5,16 C400-C405 Complies Stormwater Stormwater management SWPPP submitted.5 C900-C901 Complies Utilities Public utilities Water, sewer and storm provided.3 C500-C601 Complies Transportation Road network Internal roads support future phases.3 C300-C305 Complies Parking Parking Layout and memo submitted.11 C300-C305 Complies Architecture Building design Elevations/renderings submitted.4 A-Series Complies Lighting Lighting Photometrics and cutsheets submitted. 7,8 L-Series Complies Construction Staging Staging plan submitted.9 C900 Complies Visual Characte Visual impacts Analysis submitted.10 Exhibits Complies Traffic Traffic Memo demonstrates GEIS consistency. 11 Report Complies Geotechnical Soils Evaluation submitted.12,13 Report Complies Earthwork Cut/fill Analysis submitted.14 C400-C405 Complies Environmental SVI Mitigation memo submitted.15 Report Complies Fire Protection Emergency access Compliance memo submitted.17 C300 Complies Energy Energy Code Supplement submitted.18 Report Complies GEIS GEIS consistency Project-specific consistency documented. 19 Matrix Complies June 29, 2026 Jamie B. Gensel, PE, CPESC President Fagan Engineers and Land Surveyors, PC 113 East Chemung Place Elmira, NY 14904 RE: Trip Generation Memorandum – The Woods at SouthWorks Ithaca, NY LaBella Project No. 2264303 Dear Mr. Gensel, LaBella Associates (“LaBella”) has prepared this Trip Generation Memorandum (“Memo”) for the proposed affordable housing project (“The Woods”) to be located at SouthWorks in Ithaca, NY. This Memo is intended to provide the City of Ithaca, the Town of Ithaca, and other involved agencies with information regarding the projected net change in traffic volumes resulting from the proposed project. This assessment adheres to the methodologies outlined by the New York State Environmental Quality Review Act (SEQRA), the New York State Department of Transportation (NYSDOT), the Institute of Transportation Engineers (ITE), and standard transportation engineering practices. Support materials are attached. Project Description SouthWorks (620 S Aurora St, Ithaca, NY 14850) will be composed of four distinct neighborhoods, each with a mix of buildings that reflect the character and purpose of its area. Together, they will form a 95-acre mixed-use community that connects to surrounding neighborhoods and supports a wide range of uses, residents, and experiences. The Woods (located within Town of Ithaca) is a planned 130-unit affordable housing development. Access is proposed via the existing Morse Chain driveway at the Coddington Road intersection (Driveway 4) along NY-96B and two additional driveways south of this location; one being Driveway 5. An annotated aerial view shows the proposed development area on the following page. 2 20260617_2264303_The Woods_ TripGen_Rev01 Existing Roadway System NY-96B (Aurora Street/Danby Road) is an Urban Minor Arterial (Functional Class 16) roadway under New York State Department of Transportation (NYSDOT) jurisdiction. Within the City of Ithaca, there is one travel lane in each direction. Meanwhile, within the Town of Ithaca and study area, there are two lanes in the southbound direction with a single travel lane in the northbound direction. The speed limit is 30 mph within City limits and 40 mph along the portion of NY-96B within the Town’s limits. Traffic volume data, including Annual Average Daily Traffic (AADT) and the peak hour directional factor (D-Factor), is presented in Table 1 as per the NYSDOT Traffic Data Viewer. Table 1 – Existing Traffic Volumes Road From / To AADT (year) Truck AADT Peak Hour Peak Hour Volumes D- Factor NY-96B City Limits – Cayuga St 10,573 (2024) 254 8:00–9:00 AM 5:00–6:00 PM AM: 1,026 PM: 896 0.520 NY-96B City Limits – King Road 6,010 (2025) 277 8:00–9:00 AM 3:00–4:00 PM AM: 666 PM: 530 0.760 Traffic Assessment Peak Periods Given the functional characteristics of the surrounding corridors, adjacent land uses, and the combination of future site trips with adjacent street traffic, the weekday morning and evening peak periods were selected for analysis as they produce the greatest travel demands. Trip Generation Trip generation is used to estimate the amount of vehicular traffic expected to enter and exit a proposed site. The Institute of Transportation Engineers (ITE) Trip Generation Manual (12th Edition) 3 20260617_2264303_The Woods_ TripGen_Rev01 serves as the industry-standard reference for developing these estimates based on observed data from comparable land uses. Table 2 depicts the trip generation results. Table 2 – Trip Generation Description (ITE Code) Size Units AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Affordable Housing (ITE 223) 130 DU 14 33 47 35 25 60 Trip Distribution Trip distribution refers to the origins and destinations of site-generated trips from the proposed development, and is considered a function of the following factors: • Existing traffic patterns • Employment centers using US Census Bureau data • Proximity and access to activity areas (e.g., downtown Ithaca, Southwest Area/Route 13 Corridor) • Site driveway locations • Use of electronic GPS Based on existing traffic counts and the factors mentioned above, the following trip distribution percentages are assumed: 1. 70% of trips travel in or out from the north 2. 30% of trips travel in or out from the south Trip Assignment Trip distribution defines the origin–destination pattern of site-generated trips, whereas trip assignment determines the individual routes those trips use across the roadway network and into the site driveways. Table 3 depicts the trip assignments in the direction to and from the development. Table 3 – Trip Assignment Direction AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total Northbound 10 23 33 25 18 43 Southbound 4 10 14 10 7 17 4 20260617_2264303_The Woods_ TripGen_Rev01 Transportation Impact Report Thresholds In accordance with common transportation engineering practice, a project may have a noticeable impact if the addition of peak hour trips would increase traffic volumes by 100 vehicles or more1. Local reviewing agencies use guidelines in determining whether a project may result in change in vehicular operations (i.e., noticeable drop in level of service, increase in delays, or increase in volume-to-capacity ratios) and warrants the preparation of a transportation impact report. Additionally, if a project is projected to add 100 or more peak hour vehicle trips to an adjacent intersection, then that intersection should be studied. SEQRA guidelines and recommended practice indicate that a project generating fewer than 100 peak hour vehicle trips per day is unlikely to result in significant adverse impacts. In general, traffic increases less than these thresholds could be attributed to the fluctuation of vehicles due to driver patterns that occur during the day, on different days of the week, or different months of the year. The project is anticipated to generate approximately 47 or fewer trips during the AM peak hour and 60 or fewer trips during the PM peak hour. Conclusion Based on the anticipated trip generation and resulting trip assignments, the proposed project is not expected to generate sufficient traffic to trigger further traffic impact analysis thresholds and is unlikely to result in significant adverse traffic impacts to the adjacent roadway network or nearby intersections. Please contact me at dkruse@labellapc.com or (585) 402-7029 if you have questions or require additional information. Sincerely, LaBella Associates David Kruse, AICP, PTP, RSP1 Principal Transportation Planner Attachments Traffic Volumes Trip Generation Estimates 1 Multimodal Transportation Impact Analysis for Site Development: An ITE Recommended Practice. ITE. 2023. Site 360018000000 Generated by Drakewell C2-Traffic on 6/25/2026, 2:09:31 PM Site 360001000000 Generated by Drakewell C2-Traffic on 6/25/2026, 2:12:52 PM Affordable Housing - Income Limits (223) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:6 Avg. Num. of Dwelling Units:119 Directional Distribution:29% entering, 71% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.36 0.25 - 0.63 0.16 Data Plot and Equation T = Tri p E n d s X = Number of Dwelling Units Study Site Average RateFitted Curve Fitted Curve Equation: T = 0.21(X) + 17.21 R²= 0.96 Trip Gen Manual,12th Edition Institute of Transportation Engineers 0 100 200 300 400 5000 50 100 150 200 Affordable Housing - Income Limits (223) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:8 Avg. Num. of Dwelling Units:113 Directional Distribution:59% entering, 41% exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.46 0.26 - 1.22 0.28 Data Plot and Equation T = Tri p E n d s X = Number of Dwelling Units Study Site Average RateFitted Curve Fitted Curve Equation: Ln(T) = 0.72 Ln(X) + 0.64 R²= 0.67 Trip Gen Manual,12th Edition Institute of Transportation Engineers 0 100 200 300 400 5000 50 100 150 200 € FAGAN ENGINEERS &LAND SURVEYORS PC July 20,2026 Christine Balestra,Senior Planner Townof Ithaca Planning Department 215 North Tioga Street Ithaca,NY 14850 RE:SouthWorks Woods —Preliminary Plan Transportation Demand Management SWBRProject No.22232.00 FE Project 2011.104-008 Dear Chris, This Transportation Demand Management (TDM)Plan has been prepared in accordance with section 5.7 of the Chain Works District Generic Environmental Impact Statement (GEIS).The purposeof this plan is to reduce reliance on single-occupancy vehicle (SOV)travel,encourage walking,bicycling,transit use,and ridesharing,and support the multimodal transportation vision established for the SouthWorks redevelopment. The Woods consists of approximately 130 multifamily residential units located within the Town of Ithaca portion of the SouthWorks redevelopment.As a residential neighborhood,many employment-focused TDM strategies identified in the GEIS are not directly applicable;however, the following measureswill be implemented to achieve the objectives of the GEIS. TDM Objectives This plan is intended to: Reduce single-occupancyvehicle trips. Encouragetransit use. Promote walking and bicycling. Improve connectivity to surrounding neighborhoods. Support ridesharing. Reduce greenhouse gas emissions. Integrate transportation choices into the daily lives of residents. Proposed TDM Measures A.Pedestrian Connectivity The project includes: Internal sidewalk network connecting all residential buildings. ADA-accessible pedestrian routes. Future trail/sidewalk connections to the SouthWorksstreet network. Direct pedestrian accessto future phases of redevelopment. Connections to regional sidewalks and trails as they are constructed. .“i —|A i \f lp A ALSNA RAF FIONA DAME =—...¥NOgd -iace e-imira NeW York Zt 2b my)f §44 “~*s -—AsCNanrnaineers tror|CANN en (ili Ca YS VY 1 WEIN Pw?md NS 2f JST.nd Not a A Pt >24;7 Page 2 TDM Plan July 20,2026 These improvements provide safe pedestrian circulation and reduce dependence onautomobilesforinternaltrips. B.Bicycle Facilities The developmentwill provide: Long-term bicycle parking for residents. Short-term bicycle parking forvisitors. Bicycle racks/lockers located near building entrances.Includes charging stations. Bicycle accessto the future SouthWorkstrail system. Connections to existing and planned bicycle facilities throughout the SouthWorks redevelopment. C.Transit Access Residents will have accessto: e Existing TCAT transit service along South Aurora Street. e Pedestrian connections to nearby transit stops. e Transit information included in resident welcome materials. e Real-time transit information where feasible through online resources. The property management team will encourage residents to utilize TCAT for work,shopping, and recreational trips by providing a Welcome Mobility Package for every new resident, including TCAT information,bicycle maps,walking maps,and local amenities. D.Transportation Information Upon occupancy,residents will receive transportation information including: TCAT maps and schedules : Bicycle route maps Localtrail maps Walking routes Carpool resources Regional transportation websites Information regarding transportation options within SouthWorks E.Ridesharing The project will support ridesharing by: e Providing designated pick-up/drop-off areas. e Supporting ride-hailing services. e Providing information regarding local rideshare opportunities. e Encouraging resident participation in regional carpool programs. F.Parking Management The project hasintentionally limited parking in support of TDM objectives. Parking ratios are below conventional suburban apartment developments and are intendedto: e encourage multimodal transportation; e reduce unnecessary vehicle ownership; Yi ry A i 7 A APR 2.anter FY A FARESyNAKA.PRaivs Nb ferrle AQ /go 7 PLA >ym.YY :2 J QVAS rK bt ide ;;a t }Aso Lis A CV i we wt NA Nd?f oS a Ned Neh7} Page 3 TDM Plan July 20,2026 e preserve open space; e minimize impervious surfaces. Parking demand will continue to be monitored following occupancy. G.Pedestrian-Oriented Site Design The developmentincorporates: Building entrances facing sidewalks. Short pedestrian travel distances. Street trees and landscaping. Traffic calming. Human-scale streetscape design. Safe pedestrian crossings. These design elements encourage walking as the preferred modeforinternaltrips. H.Future Mobility Opportunities The project has been designed to remain compatible with future SouthWorks mobility initiativesincluding: e additional transit service, bicycle share, micromobility, future shuttle service, regional trail connections, future mixed-use development. Monitoring Following occupancy,the Owneror Property Managerwill periodically evaluate: e parking utilization; bicycle parking usage; transit information requests; residenttransportation preferences;and effectiveness of implemented TDM measures. This includes an annual resident transportation survey to monitor travel behavior and identify opportunities for future improvements. lf future phases of SouthWorks introduce additional transportation options,residents will be informed and the TDM program updated as appropriate. Page 4 TDM Plan July 20,2026 GEIS Consistency This TDM Planis consistent with the transportation demand managementstrategies identified in Section 5.7 of the Chain Works District GEIS by implementing measures appropriate for a residential development,including: GEIS Recommendation Woods Implementation Bicycle parking JV Resident and visitor bicycle parking Transit access Vv TCATaccessand resident information Pedestrian connectivity JV Internal sidewalks and external connections Transportation information /Resident mobility packet Ridesharing JV Pick-up/drop-off areas and rideshare support Pedestrian-oriented design /Site design emphasizes walkability Connectionstotrails J/Connection to future SouthWorkstrail network Monitoring JV Post-occupancy evaluation of transportation measures Based on the measures described herein,the proposed Woods development satisfies the Transportation Demand Management objectives of Section 5.7 of the Chain Works District GEIS.The project promotes walking,bicycling,transit use,and ridesharing while supporting the long-term multimodal transportation vision established for the SouthWorks redevelopment. Attached are the project pedestrian and bicycle circulation plan and the SouthWorks Mobility Plan preparedaspart of the 2024 redevelopmentplanningeffort. sincerely, FAGAN ENGINEERS &LA fo P.C.SS es B.Gensel,P.E.,CPESC resident re G re gyNOLLWINOMIOLeePrstTOAG| NOLLWINOYIO ee |NvIdLSadad “=|3 SANG Pa é ii ~~~.gait ~-%eeeBeayPTIESN iow eee:® v avou et>fi3 O578-0)CDime 1 :,Cog ae”;5 Fe nh :te “ac tay ~*~OO»r —inn aanee Sepa TOC ora —Prox PRET =oorrcata “s aah St --a re wma pa ve ‘yaiteeHDMorseOFColMees:BEY Jo%oooh ee es =TUT Someages SCO OR Vib deiz)oye 5,lae ’ o°d!Mico0Xoo! J [oSoh 55005O-OOK / ie 8 120 East Washington Street Suite 325 Syracuse, New York 13202 • 315.422.4822 • fisherassoc.com Cultivating our gifts to create a legacy of infrastructure that improves quality of life. July 28, 2026 C.J. Randall. LEED AP ND Director of Planning Town of Ithaca 215 N. Tioga Street Ithaca, NY 14850-4357 Transportation Assessment Route 96B – Southworks Beacon Woods Project Ithaca, NY Fisher Project No. 260628 Dear Ms. Randall: Fisher Associates (Fisher) has completed a transportation assessment of the proposed Route 96B – Southworks Beacon Woods Project that will be located at 810 Danby Road in Ithaca, NY. Below is a summary of our findings based on our review of project documents that have been submitted to the Town of Ithaca as part of their approval process. Project Background The proposed project involves the construction of a 130-unit affordable housing development that will be part of the larger SouthWorks (formerly Chan Works) Development (discussed in more detail below). Access is proposed via the existing Morse Chain driveway at the Coddington Road intersection and an additional uncontrolled driveway on to Danby Road approximately 900 feet south of Coddington Road. The documents that were reviewed for this transportation assessment include the following: Chain Works District Draft Generic Environmental Impact Statement, January 2016 Chain Works District TIS, November 2015, completed by SRF Associates SEQR Chain Works District Redevelopment Project Findings Statement, May 2019 Southworks Phase 1 TIS, November 2023, completed by Passero Associates Trip Generation Memorandum, June 29, 2026, completed by LaBella SouthWorks NYSDOT Perm33 Striping and Pavement Plans According to the site plan developed by SWBR (illustrated in Figure 1), the project will consist of 130 units of affordable housing in seven buildings and parking for 109 vehicles, of which 22 are designated for handicap parking Figure 1 Proposed Site Plan 120 East Washington Street Suite 325 • Syracuse, New York 13202 • 315.422.4822 • fisherassoc.com Cultivating our gifts to create a legacy of infrastructure that improves quality of life. According to the Chain Works Development DGEIS, Phase I was to include 82.55 ksf of office development, 80 residential units and 170.6 ksf of industrial development. Full build out of the site would include an additional 185.6 ksf of office space, 835 residential units, 52.2 ksf of retail development, 7.2 ksf of restaurant development and 246.5 ksp of industrial development. In total, Phase I of the development was projected to generate 228 trips in the morning peak and 182 trips in the evening peak. Full development of the site would generate a total of 945 morning peak hour trips and 925 evening peak hour trips. The Southworks Phase I Traffic Impact Study, contemplates a development of 440 units of market-rate multi-family housing and 60 units of senior housing this is projected to generate 190 trips during the morning peak hour and 239 trips during the evening peak hour. 120 East Washington Street Suite 325 • Syracuse, New York 13202 • 315.422.4822 • fisherassoc.com Cultivating our gifts to create a legacy of infrastructure that improves quality of life. The Trip Generation Memorandum for The Woods at SouthWorks presents an analysis of a 130-unit affordable housing development with access via the existing Morse Chain driveway at Coddington Road and an additional driveway at an uncontrolled intersection approximately 900 feet south of Coddington Road (according to Perm33 Striping and Pavement Plan). Transportation Assessment A transportation assessment was performed for The Woods at SouthWorks and is primarily based on the LaBella Trip Generation Memorandum as well as the 2023 Passero Associates Phase I TIS and PERM33 Striping and Pavment Plan. Our findings are further discussed below: ○ The LaBella Memo states that The Woods at Southworks is part of a larger development that will have four distinct neighborhoods (The Woods, The Gateway, The Hills and The Chainway) that will form a 95-acre mixed use community. ○ The LaBella Memo utilizes average daily traffic data from NYSDOT that was collected in March 2024 and March 2025. It should be noted that the March 2025 data was collected while Ithaca College was on Spring Break. ○ The LaBella Memo states that the peak hours are from 8-9am or from 3-4pm or 5- 6pm which is derived from the average daily traffic information. This can be misleading because the average daily traffic volumes are only summed up for every hour and do not consider portions of an hour (for example 7:30-8:30 am or 4:15- 5:15pm). Consequently, actual commuter peak hour volumes that occur between 7- 9am and 4-6 pm may actually be higher. ○ The trip generation calculations presented in the LaBella Memo were done correctly and show that approximately 47 trips will be generated during the AM peak hour and 60 trips will be generated during the PM peak hour and that the majority of new trips (70%) will travel to and from the north. ○ The proposed site plan illustrated in Figure 1 shows three site driveways, however the NYSDOT PERM 33 Striping and Pavement Plans only show two driveways. This discrepancy needs to be clarified. ○ The NYSDOT PERM 33 Striping and Pavement Plans shows the construction of portions of sidewalk along the west side of Danby Road. Sidewalk is proposed from Driveway III to Driveway IV (Coddington Road). Short portions of sidewalk are also shown at Driveway V but do not continue along Danby Road. ○ A short portion of bike lan is proposed on Danby Road southbound just north of Driveway IV. This bike lane extends for approximately 250 feet and does not extend southerly through the intersection. 120 East Washington Street Suite 325 • Syracuse, New York 13202 • 315.422.4822 • fisherassoc.com Cultivating our gifts to create a legacy of infrastructure that improves quality of life. ○ The 2023 Passero TIS states that 43% of City residents commute to work via walking, biking or transit and discuss travel demand management (TDM) strategies including roadway improvements adjacent to the site to facilitate a greater interest in walking and bicycle parking facilities in SouthWorks. There is no mention in the LaBella Memo regarding commitments to providing continuous sidewalks along the frontage of the SouthWorks project on Danby Road or continuous bicycle lanes along Danby Road. ○ The LaBella Memo states that since the projected number of new trips will be less than 100 vehicles per hour, The Woods development will not have an adverse impact on transportation in the area and does not warrant the preparation of a traffic impact study. This statement is based on SEQRA guidelines and recommended traffic engineering practice. ○ Fisher generally agrees with this conclusion, if The Woods development was reviewed in isolation. However, The Woods development needs to be reviewed within the context of the entire SouthWorks development. LaBella acknowledges that The Woods development is just one part of the entire development. The Gateway development (a 100 unit affordable housing development in the City of Ithaca) is currently running on a concurrent review process and should have been included in the analysis of The Woods development. ○ The initial Chain Works GEIS was completed in 2019 and the traffic studies for it were completed in 2015. Since then, the Chain Works (now SouthWorks) development concept has changed based on market factors and traffic has changed significantly. A comprehensive traffic impact study should be completed that updates the 2015 SRF Associates TIS. Even the most recent traffic impact study (the 2023 Passero TIS) contemplates 440 units of market rate housing and 60 units of senior housing in the area between Coddington Road and the South Hill Business Park which is very different than what is currently being proposed for The Woods. ○ The 2023 Passero TIS states that a number of intersections will have failing levels of service with just the residential development that was considered in the TIS. It is likely that full build out of SouthWorks will have considerable impact on the transportation network that needs to be quantified. ○ At this time, a traffic assessment of The Works development and its impacts cannot be ascertained until there is a comprehensive assessment of the entire SouthWorks development and which portions of the project are along a similar timeline as The Woods. Should you have any questions regarding the findings of this assessment, please do not hesitate to call. Sincerely, FISHER ASSOCIATES, P.E., L.S., L.A., D.P.C. 120 East Washington Street Suite 325 • Syracuse, New York 13202 • 315.422.4822 • fisherassoc.com Cultivating our gifts to create a legacy of infrastructure that improves quality of life. Timothy R. Faulkner, P.E. Senior Transportation Manager DEPARTMENT OF CODE ENFORCEMENT 215 N. Tioga St 14850 607.273.1783 codes@town.ithaca.ny.us 7/21/26 Re: South Works Development comments and questions related to The Woods phase (DEV-26-3) Review re-submitted documents (SWBR 7/7/26 memo and Fagan Engineers Letter dated 7/7/26) *Fagan responses have reincorporated into this memo from a SWBR letter dated 7/7/26 and are underlined. Town responses are identified in bold text from 7/21/26. 1. Drawing C5 identifies a small building that is currently in a water or sewer easement area. If this is a Town of Ithaca easement, the Department of Public Works or Engineering Department should be consulted to verify if a building can be placed in the easement. a. Response: Fagan- The easement is being relocated away from the small structure. b. TOI Response: Thank you for your response. 2. The stream setback has not been identified in the drawings as required in section 270- 219.5D (14) of Town of Ithaca Code. a. Response: Fagan- Stream adjacencies were identified in the GEIS and a variance will be requested. Further information needs will be identified with on site meeting with town on 6/30. b. TOI Response: The stream setback map (Attach 16) that has been provided does not have a legend to identify zone 1 and zone 2, nor does the lay identify distances that the stream setback is impacted. Please update the site plan to show these items. will still need to be provided on the site plan. We will look for an area variance application to be provided to the Town, with respect to the stream setback. 3. Buildings C1, C2, and C3 all appear to be attached. Effectively, this creates one large apartment building and not three separate apartment buildings. Please provide details of how this complies with section 271-17F(2)(h) of Town of Ithaca Code. a. Response: Section 271-17F(2)(h) is specific to building facade length rather than overall building length. Buildings Cl, C2, and C3 are separated into individual sections where each facade does not exceed 180' in length. The connection corridors between each building facing plan north are below grade (concealed) and one-story facing plan south. These are also set back 30'-0" from the main facades. b. TOI Response: Thank you for your response. Please provide verification how you meet all setbacks for each of the building types in section 271-17F(2)(h) NOTE: A letter from Codes was provided to the applicant in June 2026. The applicant provided responses and included those responses in their PB narrative. This letter is in response to those responses. 4. Buildings B2 and B3 appear to be attached. Effectively, this creates one large apartment building and not two separate apartment buildings. Please provide details of how this complies with section 271-17F(2)(h) of Town of Ithaca Code. a. Response: B2 and B3 are connected by a one story mechanical room. The intent is to provide a single mechanical room that serves both B buildings rather than one mechanical room for each. This facade facing plan north of the mechanical room is concealed below grade and the facade facing plan south is set back 10'-8"from the B buildings facades. As noted in response to comment 3,section 271-17F(2)(h)is specific to building facade length rather than overall building length. The intent of concealing one side of the mechanical room and setting the other side back from B2 and B3 was to comply with the facade length requirement of the section. b. TOI Response: Thank you for your response. Please provide verification how you meet all setbacks for each of the building types in section 271-17F(2)(f). 5. It cannot be determined which buildings will have Fire Department Connections (FDC) and standpipe systems. Please provided information as to where this can be identified on the plans. a. Section 507.5.1.1 of the 2025 NYS Fire Code requires hydrants to be located within 100’ of a standpipe system installed. b. Response: FDC locations will be identified on the lower portion of building Cl, C2,and C2that are accessible from the Aerial Apparatus Access Road. Hydrants will be added located within 100'of these FDC locations. c. TOI Response: Thank you for your response, it appears that buildings C1, C2, and C3 FDC’s all will be approximately 45’ of a hydrant. 6. The grade of the fire apparatus access road appears to exceed 10% in several areas. Section D103.2 limits the grade to 10% unless approved by the fire code official. Please provide additional information as to where a 10% grade is exceeded and for what distance. If this is already provided, please identify where this can be located in the existing plans or details. a. Response: Fagan-The Woods site is located on a sloped hill and reductions in slopes of less than 10% are not feasible. Request approval from Code official to increase the slope allowance. b. TOI Response: Please provide a site plan identifying where the grades exceed the 10% value. 7. The fire apparatus access road that is directly behind the “proposed 9 unit building #1 and #2) does not appear to provide a fire apparatus access turnaround as identified in section D103.1 of the2025 NYS Fire Code. a. Response: Danby Road is considered the Fire Apparatus access road rather than the parking lot located plan south for these two buildings. An existing fire hydrant is also located on Danby Road adjacent to the proposed driveway access to the parking lot for buildings A1 and A2. b. TOI Response: Thank you for your response. We would agree, based on the location of the “proposed 9 unit building #1 and #2” and proximity to Danby Road. 8. The height of the buildings is not clear. Do the building exceed 30’ grom the grade plane to the highest roof surface (For purposes of this section, the highest roof surface shall be determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of parapet walls, whichever is greater.)? This will need to be provided to determine if aerial fire apparatus access roads are required to be provided in accordance with section D105 of the 2025 NYS Fire Code. a. Response: Buildings Al,A2,Bl, B2, B3 are less than 30' when calculating the average grade plane and an Aerial Apparatus Access is not required. These calculations will be included in the code analysis drawings. Buildings Cl, C2, and C3 require Aerial Apparatus Access provided by the road located at the lower side of these three buildings. b. TOI Response: Thank you for your response. Based on this information, Road A will need to have a clear width of 26’ in the immediate vicinity of the building, per section D105.2. The current proposal shows a roadway width of 20’ with parking areas on each side of the roadway The roadway is considered to be the fire apparatus access road and the parking areas appear to be an obstruction. 9. Fire Hydrants are required to have a minimum fire apparatus access road width 26’ excusive of shoulders. Some hydrants do not appear to meet this requirement, as identified in section D103.1 of the 2025 NYS Fire Code. a. Response: Fagan - Hydrants are located at roads 26'+ at code required distances. Additional hydrants will be located along the lower side of the C buildings within 100' of the FDC's. These are supplemental hydrants that are in addition to the required hydrants b. TOI Response: Please note that any hydrant that is installed is required to comply with section D103.1 of the 2025 NYS Fire Code. Based on the map provided it does not appear that there are any hydrants that are proposed on the lower side of the C buildings. There is also a hydrant that is located close to the traffic circle that appears to not comply with D103.1 of the 2025 NYS Fire Code. Please show all hydrant locations with the clear areas identified. 10. Adequate turning radius of the fire apparatus access roads do not appear to provided. Based on turning radius requirements from the IFD, the following radius are required: a. b. Response: Fagan-The turning radius was calculated based on the town's equipment requirements(see comment 11) c. TOI Response: Please place the radius in the site plans, as it appears that they were not included in the lates submission. We will need to confirm that all radius comply with the Ithaca Fire Department equipment requirements. 11. The fire apparatus access road appears to be modeled after a fire truck that is 26.25’, as identified on sheet C13. Based on our understanding of the truck used for the IFD, this truck dimension is closer to 45’. Please provide updated drawings with the correct fire apparatus size to show how the piece of fire apparatus would traverse the road system. Feel free to contact the IFD directly to obtain the fire apparatus turning radius and size requirements. a. Response: Fagan -The 45'equipment was used to model the access road requirements. b. TOI Response: Thank you for the updated truck specifications being called out on the submitted plan. 12. Please identify how the project will identify “No Parking-Fire Lane” . Fire apparatus access road that are 20’-26’ are required to have fire lane signs installed, per section D103.6.1 and 503.3 of the 2025 NYS Fire Code. a. Response: Fagan -Access aisles adjacent to the accessible parking adjacent to the loading area between C2 and C3 can provide a dedicated fire lane access point. b. TOI Response: Thank you for your response. This is still unclear how the “No Parking Fire Lane” will be identified. Please provide a site plan showing details how this will be accomplished. 13. Please provide details on traffic calming devices such as, but not limited to, placement, height, approach angles, etc. a. Response: Fagan SWBR(lA)- Details currently being coordinated b. TOI Response: We look forward to receiving the details on the traffic calming devices. 14. Per section 507.1 of the 2025 NYS Fire Code, please provide fire flow data from the hydrants that will serve the project. Please provide the calculation method used to calculate the fire flow for the buildings. a. Response: Fagan-Reports from City 2023 is available. Town has verbally communicated test results these will be documented In a memo. b. TOI Response: More recent fire flow data is required to be provided to the Town. There are several areas, within the last 3 years, that development may have impacted fire flow from the exiting system. I am not aware of any communication that has occurred from the Town with respect to test results for fire flow. We look forward to receiving the information to verify adequate fire flow. 15. TOI Response: At this time, the Town is requiring the second means of ingress and egress for fire apparatus access in accordance with section 503.1.2 of the 2025 NYS Fire Code, based on the grade exceeding 10%, which may limit access at various times. 16. TOI Response: Additionally, during the 6/30/26 onsite meeting with Jamie Gensel, Justin McNeal, Rob Shepard and Marty Moseley, mountable curbing was discussed for the traffic circle. Please provide the detail cross section of any mountable curbing that will be used for the project and identify the location where it will be used on the site plan. 17. TOI Response: The fire apparatus access plan (attach 17) do not appear to match the site plan documents submitted. For instance, parking areas are still identified in front of fire hydrant locations on the site plans, but the fire apparatus access site plan shows blocked out parking areas. 18. TOI Response: The blocked off fire department access areas along Road A show a “no parking fire access area. This area is the exact length of the fire truck that the site plan uses as a model. It does not appear that the vehicle would be able to park in that area as the traditional parking areas are tight against that area and would not allow for the truck to swing into the area for firefighting activities. 19. TOI Response: Please note that road names will need to be provided to this department for each road that is being proposed. Please provide three road names per road and rank the road names when submitting them to this department. Sincerely, Marty Moseley Director of Code Enforcement Town of Ithaca 215 North Tioga Street Ithaca NY, 14850